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2578 ROOSEVELT ST; ; PC070048; Permit
City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 04-05-2012 Plan Check Permit No: PC070048 Building Inspection Request Line (760) 602-2725 Job Address: 2578 ROOSEVELT ST CBAD Permit Type: PLANCK Status: FINAL Parcel No: 2031023300 Lot #: 0 Applied: 08/06/2007 Valuation: $0.00 Construction Type: Entered By: LSM Reference #: CT 06-18 S Plan Approved: 08/05/2008 Issued: 07/30/2008 Project Title: ROOSEVELT GARDEN CONDOS Inspect Area: 2 BLDG, 11 UNITS Applicant: Owner: JOE GILBREATH CITY OF CARLSBAD REDEVELOPMENT AGENCY 10222 SAN DIEGO MISSION RD 92102 PUBLIC AGENCY 00000 619-283-4663 Plan Check Fee $0.00 Additional Fees $0.00 Total Fees: $0.00 Total Payments To Date: . $0.00 Balance Due: $0.00 FINAL APPROVAL .lnspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition of fees, dedications, reservations, or other exactions hereafter collectively referred to as tees/exactions. You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any FOR OFFICE USE ONLY PLAN CHECK NO. P o -i PERMIT APPLICATION EST. VAL. Plan Cit. Deposit CITY OF CARLSBAD BUILDING DEPARTMENT Validated By 1635 Faraday Ave., Carlsbad CA 92008 • Date 192 7Z RojEcr INFOMAT1ON 5*70 Address (include SlddWto #) Business Name (at this address) 2.57 R (L'otVy 5T1&cET Legal Description Lot No, Sutsiisioion NamelNumber Unit No Phase No. Total it of units FLøw 0(— LOT n.i4e i% • e77-z (! TV Assessasts Parcel 0 Existing UsI Proposed Use —,oz '-33 (!o&p oilqs 0oscsttion of Work SO. FT. it of Stories it of Bedrooms El at Bathrooms 2$LO(,I6 J1eisT (tJkz iaJ ONt(?t,iCl/.v j . -'-- - V JOi EhUt /2ZZ SPlToA1s,cN ,2D 41t3iiititO &9 c'z/42 (" Z8$- .) ( Aass1,,Io M Cit' TetePl 1 Fax ,,9 g'ejp ____ - T1 L'..WtYL j,M/ iiz $II Duô itSiev £P s4w is-cCc' 44 2z/ &/9 7-%11 c(&3 & 3 Name Address City Slate/Zip . Telephone it q Tii yioc..c/'m&vr 4ç'c4 2-9-r IZo5 Vcvr- rA2-r i-i r Q'4tc4P 9aS City SfnlelZlp Telephone it_''° .., ;5CONTRTORcOMPANTP - - I 'L (Soc. 7031.5 Businsa and Professions Coda: Any City or County which rOOuired a permit to conslruct, Otter, ithpruvo, demolish Or repolr any structure, prior to Its lsuanoo, also requires the applicant tar such permit to fCe a signed statement that he Is licensed pursuant to We provisions of the Contreclot's License Law (Chapter 9, commendIng with Section 7000 of Division 3 of the Business and Professions Cadel or that he is exempt therefrom, and the basis for the alleged exemption. Any violation Of Section 7031.5 by any applicant fora permit subjects the applicant to a med penalty of not more than free hundred dollars [5500]). S4Ce 46trsir (t H14AJlD',aNC /02Z4N?1G inilS!pA/ /22 Sifi1&s&1 ,z,, Maine Address City StotclZlp Telephone if State License it License Class City Business License if _/9l Z 3 14T63 1QMc 4L Lit 1j3 P40V2itSC'ô CA 2z,c 1 Designer Name Address . City Statcizip Telephone if State License if (el Z3z PPo ()t 6 °WO*KERS COMPENSA iON Woi1car Compensation Declaration: I hereby affirm under pcn5lty of penury one of the totlowing dcdOrOlio'dr 13 I have and will maintain a certificate of consent to sari-insure for workers' conipensetion as provided by Section 3700 of the Labor Code, for the performance of the work lot afelefi Otis pemsi is issued. I have and will maintain worker's coinpensalion, as ruquirod by Section 3700 of the labor Code, for the pcnfrirmanscri or the eeYk icr which this pared Is issued. My starker's compensation Insurance carrier and policy number are: CA Insurance Company Aj . j6iZA&J Fr.s 2.4 foilcyNo.tAJ(5 I/O 7?7 ti Expiration Date i (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS $100) OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the Workr' Compensation Lows of Clifornl. WARNING; Failure to secure workerof compensation coverage Is unlawful, and shall subject an employer to criminal penalties and civil front up to one hundred thousand dollsrs(SI00,000), In addition laths coat of compensation, damages we provided for In Section 3706 of the Labor Code, Interest and attorneys fee,. SIGNATURE . DATE___________________ - I Thereby Oftisa 115151 I am elcenspi flrn the contrtcclor's License t.aw for the tollowing reason; O I. as owner of the property or my employede with wages as their solo compensation, will d the work end the Otructtrro is not intended or ofiered for sale (Sec. 1044. Business end Professions Code: The Contractor's License Law does not apply to an oveer of property who builds or improves thereon, and who does such work himself Or Through his own employees, provided that such inlpnuvon%Citts are not iirtefl(t0cl or offered for sate, It. tccentver, the building or Improvement is sold within one year of completion, the owner-bultder will have the burden of proving that he did not build or Improve for the purpose of sale). as Owner Of the property, ens oxckrtiveiy contracting with licensed contractors to construct use project (Sec. 1044. Business and Professions Code: The Contractor's License Law does not apply to an caner of property who builds or improves thereon, and contracts f, such projects whit contradoi( a) licensed pursuant to the Contractor's Uce4sse Law). 0 lam 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. 0 YES Ci NO t (hOycihavc not) signed an application for a building pernti for the proposed work I have conttadted with the loitrasing poison (firm) to provide the proposed construction (include riorno J address! phone number t contractors license number). $ plan to provide portions of the work, but I have hired the following person to coordinate, supeEvice 1usd provide the major violIn (include name I address / phone number! /onlmclors license number): I wilt provide Sorrel of the work, but I hOvO contracted (fitted) the following persons to provide the work Indicated (include name address! phone number typo of work); PRtPERTY OWNER SIGNATURE WHITE: File YELLOW: Applicant PINK: Finance PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad CA 92008 Page 2 of 2 Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration for or risk management and prevention program ondor Sections 25505. 25533 or 25534 of the Pr dy.Tanner Hazardous SubStance Account Act? 0 YES 0 140 - Is the applicant or future buiinp occupant required to obtain a permit from thB air pollution control dlsfflctorair quality management district? U YES 0 NO Is the facility to be constructed within 1.000 feet of the outer boundary of a sthaot site U 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. :i thereby affirm that there is a construction iendstg ageoj for the performance at the work far wQrith th!s permit to isSued (Sec. 30970) Civil Code). LENDER'S NAME - LENDER'SADORESS k1j I certify that I have read the application and slate that the above Information is cannel and that the inlormalien on the glans is accurate. I agree to comply With all City ordinances and State laws relating to building construction. I hereby authorize representatives of the City ci Cartotied to enter upon the oboes mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGEMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA parmil is required for e,ccasations of 55' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit Issued by the building Official under the provislone of thIs Code Shot otire by tlnmltatian and become null and void If the building or work authorized by such permit is not commenced within 100 days from the.date of such permit or It the building or work authorized by such permit Is suspended or abandoned at any time after tire wore is commmoee for period ol, 180 days (Scctiarr 105.4.5 Un tm BuildIng Code). APPLICANTS 22 7? . a2 O~& WHITE: File YELLOW: Applicant PINK: Firirerrce EsGil Corporation In cPartnersfiip with covernmentforBui&uing Safety DATE: October 9, 2007 ICANT U JURIS. JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC07-0048 SET: III PROJECT ADDRESS: 2578 Roosevelt St. PROJECT NAME: Roosevelt Gardens Apartment Complex El 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. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. F-1 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 checklist is enclosed, for the jurisdiction to forward to the applicant, contact person. El The applicant's copy of the check list has been sent to: Wayne Davis, Architect 610 Ash St, Suite 1103, San Diego, CA 92101 Esgil Corporation staff did not advise the applicant that the plan chick has been completed. Lii Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Wayne Davis Date contacted: (by: ) Mail Telephone Fax In Person J REMARKS: By: Glen Adamek for Chuck Mendenhall Telephone #: (619) 232 5990 Fax #: (619) 232 5992 Enclosures: Esgil Corporation [1 GA [1 MB [1 EJ LI PC 10/2/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In cPartners/lip with Government for Building Safety DATE: 9/12/07 0 APPLICANT JURISDICTION: Carlsbad U PLAN REVIEWER U FILE PLAN CHECK NO.: PC07-0048 SET: II PROJECT ADDRESS: 2578 Roosevelt St. PROJECT NAME: Roosevelt Gardens Apartment Complex LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LII 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: Wayne Davis, Architect 610 Ash St, Suite 1103, San Diego, CA 92101 LII 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: Wyne Davis Telephone #: (619) 232-5990 Date contacted '/O'7(b ')) Fax #: (619) 232-5992 Mail y"Telephone Fax /'In Person REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation GA Z MB LIEJ F-1 PC 9/4/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC07-0048 9/12/07 ARCHITECTURAL, STRUCTURAL & ELECTRICAL All OK NOTE: The plans submitted for recheck contained missing sheets ADA.1, ADA.2 & ADA.3 and new plumbing sheet P4.2 & P4.3 were not included in the index list of sheet on CS. 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 are current. PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 9/12/07 PLAN REVIEW NUMBER: PC07-0048 SET: II PLAN REVIEWER: Glen Adamek A. Sheets MO.1, ADA.1, ADA.2, and ADA.3 are missing from the Owner II set of plans. And sheets ADA.1, ADA.2, and ADA.3 are missing from the City II set of plans. Please provide complete plan packages. B) The sheets P4.2 and P4.3 are in the both plan Sets but are not listed in the Drawings Index on sheet CS. Please correct. Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 5. Show the required fire ratings between dwelling units and detail how the fire rating is maintained between dwelling units where combustion air from lower units run up in the walls of upper units. Also, review the PVC ducting for the FAU flue systems. Plans do not detail how fire separation is to be maintained. Note, the combustion air ducting must not run through construction requiring dampers, and plastic ducting can not penetrate fire blocking without,a damper. Please provide fire rated shafts for PVC flue and combustion air ducts up through floor systems and fire blocking at the ceiling levels. PLUMBING (2000 UNIFORM PLUMBING CODE) Carlsbad PC07-0048 9/12/07 7. Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer, and site water lines. Plumbing drawing state "See Civil Plans", but no Civil Plans provided in this plan package? Sheet P1.1 is incomplete as a site plumbing plans. Please provide the following: Sheet P1.1 states: "See Civil Plans", But still no Civil Plan provided for review. Show the required easement for public water line and public water meters on private property. Show the sewer lines from each building to the public sewer in the street. Show the limits of the public sewer system. Show required easement for public sewer lines on private property. Show the sizes, routes and slopes of private building sewer from each building to the public sewer system. Show the required sewer cleanouts every 100 feet of private building sewer as per UPC, Section 719.1. 9. The water line plans and calculations will be checked when the complete corrected site water line plans are provided. The water line sizing calculations on P0.2 do not agree with the site water line plans on sheet P1.1. Please address the following: The water line sizing calculations on sheet P0.2 shows one 2 inch water meter per building. The sheet P1.1 show a separate 1 inch water meter for each dwelling unit. Please correct to agree. As per UPC, Chart A-4 the pressure loss of only I psi for the 2 inch water meters used in the water line sizing on sheet P0.2 is a little low. Please correct. If a single 2 inch public water meter is provided for each building, then the total developed pipe lengths of only 200 feet is much too low. Please review. 12. Correct sheets P2.1, P2.3, P2.5 and P2.7 to show the required minimum opening width for the openings or doors and passageways to each water heater as per UPC, Section 511.0. The door jams and door only swinging 90 degrees does not provide the required 24 inch clear open width. Please correct. The drawings show the gas fired tankless water heater in the storage closets. Clearly show how the required access and service clearances are to be maintained and check with the installation instructions to see the required clearances to combustible material and detain how the minimum clearance are to be maintained. (provide a separate water heater closet.) 16. Still not noted on the drawings? Provide notes or details noting the backflow protection of water connection to fire protection systems will be provided as per UPC, Section 603.4.18 MECHANICAL (2000 UNIFORM MECHANICAL CODE) Carlsbad PC07-0048 9/12/07 Provide the dryer duct routing design to the outside. The maximum length is 14 feet with two 90-degree elbows. UMC Section 504.3.2. Sheets M2.1, M2.2, M2.3 and M2.4 still do not clearly show the maximum lengths for dryer exhaust ducts in 14 feet and maximum two 90-degree elbows. The building floor plans and the building sections do not show the openings over the laundry closet doors. Provide a minimum of 100 square inches of ventilation opening into compartment containing a clothes dryer. UMC Section 504.3.2 20. Correct the new detail 5 on sheet M3.1: Show the required backdraft dampers at the outlets for dryer ducts and kitchen hoods as per UMC, Sections 504.1 and 504.3.1. Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. EsGil Corporation In Partnership with government for Building Safety DATE: 8/21/07 JURISDICTION: Carlsbad PLAN CHECK NO.: PC07-0048 SET: I PROJECT ADDRESS: 2578 Roosevelt St. PROJECT NAME: Roosevelt Gardens Apartment Complex O APELICANT U PLAN REVIEWER U FILE 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. Eli 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. 171 The applicant's copy of the check list has been sent to: Wayne Davis, Architect 610 Ash St, Suite 1103, San Diego, CA 92101 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:1Wayne Davis Telephone #: (619) 232-5990 '-f ? 0 Date contacted7Q2//O7(bYd4 Fax #: (619) 232-5992 Mail Telephone V/ Mail /I Person lIIi REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation GA (Z MB LEJ F1 PC 8/9/07 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC07-0048 8/21/07 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: PC07-0048 OCCUPANCY: Ri TYPE OF CONSTRUCTION: VN ALLOWABLE FLOOR AREA: 12,000 ISPRINKLERS?: Yes REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 8/21/07 - FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: apartments ACTUAL AREA: Bldg #2= 4888 Bldg #1= 3964 STORIES: two HEIGHT: 20ft approx. per UBC OCCUPANT LOAD: 24 per Bldg DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/9/07 PLAN REVIEWER: Chuck Mendenhall This plan review is limited to the technical requirements contained in the Uniform 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 residential construction comply with Title 24 and the following model codes: 1997 UBC, 2000 UPC, 2000 UMC and 2002 NEC. The above regulations apply to residential construction, 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. 106.4.3, 1997 Uniform Building Code, the approval of the plans does hot 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. LIST NO. 16, R-1 GENERAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1997 UBC) rlforw.dot Carlsbad PC07-0048 8/21/07 Please make all corrections, as requested in the correction list. 'Submit three new complete sets of plans for commercial/industrial projects (two 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 92008, (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. The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". 2. If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 This applies to window '5' within 24" of the entry door. The schedule and elevations do not list this window as tempered glass. Draft stops shall be installed in floor-ceilings, attics, mansards and similar concealed spaces and shall be above and in line with walls separating units from each other and from other uses. Section 708.3.1.1.2. Detail 16/D5 referenced on the roof plans is not the correct detail for the required draft stops within the attic space. . FOUNDATION Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been Carlsbad PC07-0048 8/21/07 determined that the recommendations in the soil report are properly incorporated into the plans (required by the soil report). Specify in detail 1/F1 the width of the continuous footing. The soil report requires mm. 15" wide. Provide spread footing support at the exterior porch closet that support the deck beam which in turn supports the roof trusses. It is not clear that the continuous footing is adequate to support the concentrated loads. STRUCTURAL Include in the design calc's the 4X8 beam over the porch closet of unit #1 that support the post from above. The post above supports concentrated loads from the trusses. Sheet S6 indicates the porch post supporting the trusses is a 6x6 W/CJT but on sheet S5 the post located above the closet on the porch of unit #1 is listed as 4X4 above. Expand the seismic design to show how you arrived at the seismic base shear coefficient of 0.2XW. 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 Chuck Mendenhall at Esgil Corporation. Thank you. PLUMBING AND MECHANICAL CORRECTIONS JURISDICTION: Carlsbad DATE: 8/21/07 PLAN REVIEW NUMBER: PC07-0048 SET: I PLAN REVIEWER: Glen Adamek Each sheet of the plans must be signed by the person responsible for their preparation, before the permits are issued. Business and Professions Code. The final set of corrected drawings to be reviewed for signing and sealing just before the permits are to be issued. 2. Please provide the construction drawings for plan review and to issue the permits. The Plumbing and Mechanical drawings all have notes stating: "NOT FOR CONSTRUCTION". Please correct. Carlsbad PC07-0048 8/21/07 Please provide a copy of the Acoustical Analysis Report by Davy and Associates, Inc. as per the note on sheet Cs. If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. Show the required fire ratings between dwelling units and detail how the fire rating is maintained between dwelling units where combustion air from lower units run up in the walls of upper units. Also, review the PVC ducting for the FAU flue systems. (fire rated shafts or within fire walls up through the roof?) Show the required ceiling rated fire dampers at duct openings in the fire rated ceiling membranes. UBC, Section 713.11 #4. Plans show exhaust fan openings in fire rated ceiling membranes and ducts running above the fire rated ceiling. membranes. Please detail how fire ratings are to be maintained. PLUMBING (2000 UNIFORM PLUMBING CODE) Provide the site plumbing plans showing the sizes and locations of the water meters; and the sizes, routes, and slopes of the building sewer, and site water lines. Plumbing drawing state "See Civil Plans", but no Civil Plans provided in this plan package? None of the drawings provided show the locations and elevations of the upstream manhole compared to the fixture flood rim elevations. Please show the upstream sewer manhole rim elevation compared to the plumbing fixture flood rim elevations. As per UPC, Section 710.1, provide backwater valves on all building drains which serve plumbing fixtures with flood rim elevations below the upstream manhole rim elevations. Only fixtures with flood rim levels below the upstream manhole rim elevation may flow through a backwater valve. The water line sizing calculations on P0.2, can not be reviewed until the sizes and locations of the public water meters are shown. The water line plans and calculations will be checked when the complete site water line plans are provided. Please provide cut-sheets and installation instructions for the proposed gas fired tankless water heaters. Showing the gas demands, sizing calculations combustion air requirements, flue system requirements and installation clearances. The gas line plans and calculations on sheet P3.2 will be reviewed when the water heater cut-sheets and installation instructions are provided. UPC Section 1217.0 Carlsbad PC07-0048 8/21/07 The drawings show the gas fired tankless water heater in the storage closets. Clearly show how the required access and service clearances are to be maintained and check'with the installation instructions to see the required clearances to combustible material and detain how the minimum clearance are to be maintained. (provide a separate water heater closet.) Show P & T valve on water heater and detail drain line route from P & T valve to the exterior or approved receptor. UPC Section 608.5 The note in' detail 4 on sheet P3.1 states: "Discharge line to approved receptor with minimum 6 inch air gap" but the plumbing plans show no approved indirect receptors in the water heater closets? New or relocated water closets and associated flushometer valves, if any, shall use no more than 1.6 gallons per flush, UPC, Sections 402.0 & 402.3; and shall meet performance standards, established by the American National Standards Institute Standard A112.19.2, H & S Code, Section 17921.3(b). Showers and tub-shower combinations, control valves must be pressure balance or thermostatic mixing valves. UPC Section 420.0. Provide notes or details noting the backflow protection of water connection to fire protection systems will be provided as per UPC, Section 603.4.18 MECHANICAL (2000 UNIFORM MECHANICAL CODE) Provide the dryer duct routing design to the outside. The maximum length is 14 feet with two 90-degree elbows. UMC Section 504.3.2. ' Provide a minimum of 100 square inches of ventilation opening into compartment containing a clothes dryer. UMC Section 504.3.2 As per UMC, Section 504.3.2.1, The Spiral Metal ducting may not be used for dryer exhaust ducting. Correct the Key Notes #6 and 7 on sheets M2.1, M2.2, M2.3 and M2.4. There is no detail 5 on sheet M3.2. Please correct the Key Notes #7 and 8 on sheets M2.1, M2.2, M2.3 and M2.4. As per UMC, Section 504.2 The Spiral Metal ducting may not be used domestic range exhaust ducts. Please correct the Key Notes #8 on sheets M2. 1, M2.2, M2.3 and M2.4. Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 70°F 3 feet above the floor in all habitable rooms. Document the basis for compliance. UBC Section 310.11 Please provide cut-sheets and installation instructions for the proposed gas fired direct vent FAU's. Showing the gas demands, sizing calculations combustion air requirements, flue system requirements and installation clearances. Carlsbad PC07-0048 8/21/07 Note: If you have any questions regarding this Plumbing and Mechanical plan review list please contact Glen Adamek at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. ELECTRICAL AND ENERGY CORRECTIONS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (2002 NATIONAL ELECTRICAL CODE) All electrical sheets of the plans are required to be signed by the California licensed engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. "All branch circuits that supply 125—volt, single-phase, 15- and 20-ampere receptacle outlets installed in dwelling unit bedrooms shall be protected by an arc4au1t circuit interrupter(s)." Please indicate on each unit panel schediile. NEC 210.12 Please change all references the NEC code cycle date to 2002. I.e., single line series rating notes. . ENERGY CONSERVATION Please sign the imprinted CF-IR forms on MO.2. Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photo-control I motion sensor. Specify the following mandatory measures and provide the electrical design for the exterior lighting: All outdoor luminaries with lamps rater over 100 watts must have a lamp efficacy of at least 60 lumens/watt or be controlled by a motion sensor. (mercury vapor & large incandescent do not comply) Cut-off shielding for outdoor luminaries rated greater than 175 watts. The method of providing automatic shut-off controls (and) The method of providing multilevel switching. 7. Include completed exterior site lighting energy calculation forms to demonstrate compliance with the outdoor lighting illumination levels for general site illumination and for specific lighting application locations. Note: If you have any questions regarding this Electrical or Energy plan review list please contact Morteza Beheshti at (8 58) 560-1468. To speed the review Carlsbad PC07-0048 8/21/07 process, note on this list (or a copy) where the corrected items have been addressed on the plans. carlsbad PC07-0048 8/21/07 VALUATION AND PLAN CHECK FEE (Bldg #1) eae JURISDICTION: Carlsbad PLAN CHECK NO.: PC07-0048 PREPARED BY: Chuck Mendenhall DATE: 8/21/07 BUILDING ADDRESS: 2578 Roosevelt St. BUILDING OCCUPANCY: Ri TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) dwelling units 3965 90.90 360,419 deck 230 14.41 3,314 Air Conditioning Fire Sprinklers 3965 2.88 11,419 TOTAL VALUE 375,152 Jurisdiction Code Icb jBy Ordinance I _________ Bldg. Permit Fee by Ordinance I $1 ,396.641 Plan Check Fee by Ordinance I $907.821 Type of Review: F71 Complete Review E Structural Only Repetitive Fee El Other El Repeats El Hourly I Hour * Esgil Plan Review Fee $782.121 Comments: Sheet 1 of 2 macvalue.doc Carlsbad PC07-0048 8/21/07 VALUATION AND PLAN CHECK FEE ( Bldg #2) 57& /2ooeVA_T JURISDICTION: Carlsbad PLAN CHECK NO.: PC07-0048 PREPARED BY: Chuck Mendenhall DATE: 8/21/07 BUILDING ADDRESS: 2578 Roosevelt St. BUILDING OCCUPANCY: Ri TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) dwelling units 4890 90.90 444,501 deck 360 14.41 5,188 Air Conditioning Fire Sprinklers 4890 2.88 14,083 TOTAL VALUE 463,772 Jurisdiction Code 1cb jBy Ordinance Bldg. Permit Fee by Ordinance $1,667.68 Plan Check Fee by Ordinance V I $1,083.991 Type of Review: El Complete Review Structural Only El Repetitive Fee Other Repeats EJ Hourly Hour * Esgil Plan Review Fee $933.901 Comments: Sheet 2 of 2 macvalue.doc O~ LAf,,~] III 411FOlt City of Carlsbad BUILDING PLANCHECK CHECKLIST DATE: )/07a7 BUILDING ADDRESS: S 7 PROJECT DESCRIPTION: A ASSESSORS PARCEL NUMBER: I PLANCHECKNO.: CB 0c o?- LYE EST VALUE: 7O -/ ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. U A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please et . he attached report of deficiencies marked ake necessary corrections to plans or specications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Only the applicable sheets haye-bëñ sent. ate: ate: ate: ATTACHMENTS U Dedication Application U Dedication Checklist LI Improvement Application Li Improvement Checklist FOR OFFICIAL USE ONLY ERING AUTHORIZATION TO ISSUE BUILDING PERMITj/.l e4il Date: • ENGINEERING DEPT. qoNTAr PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (7601602-2741 NOTE: If there are retaining walls associated with your project, please check with the Building Department if these walls need to be pulled by separate RETAINING WALL PERMIT. A-4 CA 920018-7314. (760) 602-2720 • FAX (760) 6062 LI Neighborhood Improvement Agreement U Grading Permit Application LI Grading Submittal Checklist LI Right-of-Way Permit Application U Right-of-Way Permit Submittal Checklist and Information Sheet BUILDING PLANCHECK CHECKLISTI PLAN 1.. Provide a fully dimensioned site plan drawn to YOUR SUBMITTAL NEEDS TO HAVE SIGNED APPROVED GRADING PLANS INCLUDED WITH YOUR PLANCK., YOUR GRADING PLANS ARE NOT APPROVED TO DATE. ONCE THEY ARE SIGNED/APPROVED PLEASE HAVE COPIES MADE FOR BOTH CITY AND OWNER SET AND HAVE SLIP SHEETED IN YOUR PLANCK AND REQUEST TO HAVE REROUTED TO ENGINEERING. DWG NO. North Arrow F. Right-of-Wi WidtFi&Adjäcënt Stret Existing & Proposed Structures G. Driveway widths Existing Street Improvements H. Existing or proposed sewer lateral Property Lines (show all dimensions) I. Existing or proposed water service Easements . J. Existing or proposed irrigation service 0 0 0 2. Show on site plan: A. Drainage Patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & Proposed Slopes and Topography C. Size, type, 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. D. Sewer and water laterals should not be located within proposed driveways, per standards. WEENEMEN 3. Include on title sheet: Site address Assessor's Parcel Number Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION Show all existing use of SF and new proposed use Of SF. Example: Tenant Improvement for 3500 SF of warehouse to 3500 SF of office. F:\Farner\Kathy\MASTERSBuiIding Plancheck Cktst Form (Generic).doc 2 ReV. 7/14100 DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for BUILDING PLANCHECK CHECKLIST LI LI LI 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. 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 $_17,000 pursuant to Carlsbad Municipal Code. Section 18.40.030. 00. Dedication required as follows: - Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 1/2" x 11" plat map and submit with a title repo. All easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. Attached please find an application form and submittal checklist for the dedication process. Submit the completed application form with the required checklist items and fees to the Engineering Department • in person. Applications will not be accept by mail or fax. Dedication completed by: Date: IMPROVEMENT REQUIREMENTS LI JZ( LI 6a. All needed public improvements upon and adjacent to the building site must be / constructed at time. of building construction whenever the value of the 7 construction exceeds $_82,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. . Public improvements required as follows: (f_P Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the. (P appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the F:FamerXATHYMASTERSBuVdIng PIncfleck Ckst Form (Generlc).doc 3 Rev. 7/14/00 I LU 1ST 2ND 3RD U-. BUILDING PLANCHECK CHECKLIST checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities posted and fees paid prior to issuance of building permit. Improvement Plans signed by: Date: - 6b. Construction of the public improvements may 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 of $_410.00 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. Future public improvements required as follows: I 6c. Enclosed please find your Neighborhood Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Neighborhood Improvement Agreement completed by: Date: El El 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adiacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading per are found in Section 11.06.030 of the Municipal Code. 7a. 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. 7b: Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading- approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: Date: 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) F:FARMER\KATH'(MASTERS\BujIdjflg Plancheck Cklst Form (Generic).Ooc 4 4115111 6. Rev. 7114100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD F-1 El El 7d. No Grading Permit required. n 7e. If grading is not required, write "No Grading' on plot plan. MISCELLANEOUS PERMITS D EJ CJ 8. A RIGHT-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. Right-of-Way permit required for: El El El 9. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and will check to see if your business enterprise is on the EWA Exempt List. You may telephone (760) 438-2722, extension7153, for assistance. Industrial Waste permit accepted by: Date: NPDES PERMIT El El M 10a. Storm Water Requirements Applicability Checklist Completed. lOb. Priority Determination and compliance: El Priority Project 0 Subject to Standard Permanent Storm Water BMP's 0 Exempt .equired fees are attached '-'-0 No fees required ,/iAJ ,- WATER METER REVIEW / 0 Fj El El 12a. Domestic (potable) Use V14,F A0 Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. All single family dwelling units received "standard" 1" service with 5/8" service. F:'FarnietXATHYMASTERSBufldIng Plantheck Cklst Form (Geneilc).doc 5 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST ..jST 2ND 3R0 If owner/developer proposes a size other than the "standard", then Owner/developer must provide potable water demand calculations, which include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached. Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit. Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand. (manifolds are considered on case by case basis to limit multiple trenching into the street). LI fl 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: S If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a. circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, Larry Black has already reviewed this if. landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Once you have received a good example of irrigation calculations, keep a set for your reference. In general the calculations will include: . Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PS)) Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10%-residual pressure at point of connection 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water Plancheck CkIat Form (Geneñc).doc 6 Rev. 7/14/00 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3R0 service boundary, the City intends on switching these irrigation services/meters to a new recycled water line, in the future. 12c. Irrigation Use (where recycled water is available) 1.. Recycled water meters are sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be connecting to this line to irrigate slopes within the development. For subdivisions, this should have been identified, and implemented on the improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water Capacity fees. However, if they front a street which the recycled water is there, but is not live (sometimes they are charged with potable water until recycled water is available), then the applicant must pay the San Diego Water Capacity Charge. If within three years, the recycled water line is charged with recycled water by CMWD, then the applicant can apply for a r refund to the 'San Diego County Water Authority (SDCWA) for a refund. However, let the applicant know that we cannot guarantee the refund, and they must deal with the SDCWA for this. 13. Additional Comments: F:\Forne,\Kathy\MASTERS\8otthng Plancheck Chiat ba,n (Cenenc).dac 7 . 0 Roe. 7/14100 I of ENGINEERING DEPARTMENT, FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. O Calculation bas. n building plancheck an submittal. Address: Permit No. /0 O 7 Prepared by:('?-' Date:f6/') Checked by: Date: EDU CALCULATIONS: List types and square footages for all uses. / Sq. Ft./Units: /7 EDU's: Types of Use:•, Sq. Ft./Units: EDU's: ADT CALCULATIO : List types and square footages for all uses. Types of Use: - Sq. Ft./Units: ADT's: Types of Use: , Sq. Ft./Units: ADT's: FEES REQUIRED: WITHIN CFD: 0 YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) 0 NO 1. PARK-IN-LIEU FEE PARK AREA & #: . 7) FEE/UNIT: X NO. UNITS:. = $I 2. TRAFFIC IMPACT FEE ADT's/UNITS: (I X FEE/ADT: / =$____________ 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 01ST. #2 01ST. #3 ADT's/UNITS: X ' FEE/ADT: = 4. FACILITIES MANAGEMENT FEE ' ' ZONE:_________ UNIT/SQ.FT.: ' X FEE/SQ.FT./UNIT =$___________ 5. SEWER FEE . . . '. EDU's: X FEE/EDU:7(J 0 . =$____________ BENEFIT AREA: EDU's: X FEE/EDU: 6. SEWER LATERAL ($2,500) 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC:.________ 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE . IRRIGATION 119 Ll 7 - :/ #*Zy WordDccsMlsfomisWee calculation Worksheet Pa,, 7I1AIAfl 3 12 3 31 -f30 1 0 I" L1 717/20D7 Kathleen Farmer -Re: Water Meter Credit Pag.jJ From: Kathleen Farmer To: Mario Remillard Date: 10/17/20077:56AM Subject: Re: Water Meter Credit Thanks Mario, so do they get the full refund at today's prices for credit of the 5/8" towards the 3/4"?? Tks again, Kathy >>> Mario Remillard 10/16/2007 4:50 PM >>> It was a 5/8 meter which we had removed back in May of '98. Mario 0 F FAX TRANSMITTAL Engineering Department DATE: March 21, 2008 Number of pages being transmitted: 2 TIME SENT: 9:25 Am TO: Joe Carton I Mike Klose FROM: Linda Ontiveros COMPANY: DIVISION: Development Services PHONE NO: PHONE NO. FAX NO: 619-516-5264 FAX NO: 760-602-1052 We are sending you: - In reference to the Roosevelt Garden Condominium Project, please find attachment for minimum requirements for Engineering Department release of pads for building permits (Section E). All items may not be required; please check with your Engineering Inspector, Jay Jordan. 1635 Faraday Avenue • Carlsbad, CA 92008-73141 (760) 602-2750. FAX (760) 602-1052 C:\Documents and Setttngs\Ionti\Dosktop\Fax Transmittal.doc 0 If. GRADING - A Environmental fencing to be installed and approved by Project Inspector and Project Planner prior to commencing clearing. B. Slope irrigation and landscape exhibit and schedule to be submitted for approval within 10 working days of the preconstruction meeting (Landscape Manual, page 15). Failure to do so may be grounds for stoppage of work. Irrigation and landscape installation to start within 10 days of final grading of slope. Perimeter slopes to be completed first followed by slopes adjacent to sensitive habitat and then interior slopes. Hi-line water supply may be necessary to service slope irrigation system. C. Erosion control measures to be implemented and maintained to the satisfaction of the Project Inspector. Failure to do so may result in stoppage of work and/or City performing work at developer's cost. 0 E. astal Zone restrictions if applicable. nimum requirements for Engineering Department release of pads for building permits. Letter of request from the developer. 8-1/2 x 11 plat showing requested area. Preliminary soils report approved by the Soils Engineer. Engineer of Work certification of pad elevations. Preliminary geological report if applicable. Water source for fire fighting within .350' of combustibles. Minimum 20' wide all weather road. . . Sewer installed and available for use. Adequate progress on installation of slope irrigation and landscape. 10.Erosion control measures including basins and lined ditches installed. 11. Retaining walls installed. .. 3 6/21/2007 Date S. CITY OFCARL.SBAD CQWtULNI1,LM GRADING INSPECTION CHECKLIST OR PARTIAL SITE RELEASE PROJECT INSPECTOR:_-Ad C607ozoz - DATES PROJECT IO(P ô'f CAL GRADING PERMIT NO. _(f)OO5 LOTS REQUESTED FOR RELEASE: N/A = NOT APPLICABLE 0 COMPLETE 0= lncomotetor unacceptable 1st .1 2nd. 1. Site access to requested lots adequate and logically grouped 2. Site erosion control measures adequate. 3. Overall site adequate for health, safety and welfare of public. Letter from Owner/Oei. requesting partial release of specific tots, pads -) or bldg. 8%" x 11" site plan (attachment) showing requested iota submitted. Compaction report from soils engineer submitted. (I f s o i l s report has been submitted with a previous partial release, a letter from sails engineer referencing the SOdS report and Identifying specific tots for release shall accompany subsequent partial releases). EOW certification of work done with finish pad elevations of specific lots to be released. Letter must state lot (s) Is graded to within a tenth (.1) of the approved grading plan. 18 GeologIc engineer's letter if unusual geologic or subsurface conditions . exist, 9. Fully functional fire hydrants within 0O feet of building combustibles and an all weather roads access to site Is required. Partial release of grading for the above stated tots is approved, for the purpose of building permit issuance. Issuance of building permits is still subje c t t o a l l n o r m a l City requirements required pursuant to the building permit process. E Partial release of the site is denied for the following reasons: 1 PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check NQ.- '?C 07-ThI Address° ISIS RooseVert< Planner )4.. ttJA Phone (760) 434- APN: 2T 15 — 2..-, Type of Project & Use: Net Project Density: ç DU/AC Zoning:\J General Plan: Facilities Management Zone: I CFD (in/out) #_Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by this permit: Legend: 0 Item Complete El Item Incomplete - Needs your action Environmental Review Required.- YES 4 NO 'X TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO. 37 (i€) DATE PROJECT NO. X7 p9 ok /c1 OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:___________________________________________________ Coastal Zone Assessment/Compliance Project site located in Coastal Zone?YES NO". CA Coastal Commission Authority? YES NO>. 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): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up A Cfions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. Inclusionary Housing Fee required: YES NO 'S (Effective date of lnclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: El El 1. 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). El 0 2. Provide legal description of property and assessor's parcel number. Policy 44 - Neighborhood Architectural Design • Guidelines El El Applicability: YES NO El El Project complies YES NO - Zoning: .l El El Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown • Top of slope: Required • Shown El El Accessory structure setbacks: ,• / Front: Required • Shown I Interior Side: Required I LY 8 Shown 'O" Street Side: Required 10 • Shown i - • Rear: Required c'-lD' Shown Structure separation: • Required - Shown . El El 3. Lot Coverage: • Required Shown '. El El 4. Height: • / Shown 2-10 El 0 5. Parking: Spaces Required 2.-7 Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown El El Additional Comments • &1/..'YWf, 17E01. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER - DATE H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 August 7, 2007 TO: BUILDING DEPARTMENT FROM: Assistant Planner, Redevelopment Department ROOSEVELT GARDENS CONDOMINIUMS (RP 04-04A) 2578 ROOSEVELT ST. APN: 203-102-33 PLAN CHECK NO. PC 070048 I have completed the first plan check for the above referenced project. The Housing and Redevelopment Commission approved this project on April 19, 2007. The following conditions of approval must be satisfied prior to the issuance of the building permit. Please see red line corrections on plans for further information: t Per condition number 14, prior to the approval of the first building permit for this project, the Developer shall enter into an Affordable Housing Agreement with the City/Agency to provide and deed restrict 11 dwelling units as affordable to low- income households for 45 years, in accordance with the requirements of California Redevelopment Law, and the processes of the Carlsbad Municipal Code. The draft Affordable Housing Agreement and site plan shall be submitted to the Housing and Redevelopment Director no later than 60 days prior to the, request to issue the first building permit. The recorded Affordable Housing Agreement shall be binding on all future owners and successors in interest. Per condition number 21, developer shall pay the citywide Public Facilities Fee imposed by City Council Policy #17, the License Tax on new construction imposed by Carlsbad Municipal 'Code Section 5.09.030, and CFD #1 special tax (if applicable), subject to any credits authorized by Carlsbad, Municipal Code Section 5.09.040. Developer shall also pay any.applicable Local Facilities Management Plan fee for Zone 1, pursuant to Chapter 21.90. All such taxes/fees shall be paid at issuance of building permit. If the taxes/fees are not paid, this approval will not be consistent with the General Plan and shall beôome void. The floor plans on page A1.1 and A1.3 are missing the small picture window on the west side of the building. Please correct. The elevation on page A1'.7 does not show the trim continuing throughout the length of the building. Please correct. The elevation on page A1.7 does not show the tankless water heater enclosure doors as being recessed. Please correct. • • , , The elevation on page A2.6 does not-show the mutli-paned glass on the patio doors. The elevation on page A2.7 does not show the trim continuing throughout the length of the building. Please correct. The elevation on page A2.7 does not show the tankless water heater enclosure doors as being recessed. Please correct. This information has been entered into Permits Plus. If you have any questions, please contact me at x2813. AUSTIN SILVA C: Joe Gilbreath, Applicant Wayne Davis, Architect October 16, 2007 TO: BUILDING DEPARTMENT FROM: Assistant Planner, Redevelopment Department ROOSEVELT GARDENS CONDOMINIUMS (RP 04-04A) 2578 ROOSEVELT ST. APN: 203-102-33 PLAN CHECK NO. PC 070048 I have completed the first plan check for the above referenced project. The Housing and Redevelopment Commission approved this project on April 19, 2007. The following conditions of approval must be satisfied prior'to the issuance of the building permit. Please see red line corrections on plans for further information: Per condition number 21, developer shall pay the citywide Public Facilities Fee imposed by City Council Policy #17, the License Tax on new construction imposed by Carlsbad Municipal Code Section 5.09.030, and CFD #1 special, tax (if applicable), subject to any credits authorized by Carlsbad Municipal Code Section 5.09.040. Developer shall also pay any applicable Local Facilities Management Plan fee for Zone 1, pursuant to 'Chapter 21.90. All such taxes/fees shall be paid at issuance of building permit. If the taxes/fees are not paid, this approval will not be consistent with the General Plan and shall become void. This information has been entered into Permits Plus. I have sent a copy of this memo to the applicant. If you have any questions, please contact me at x2813. AUSTIN SILVA C: Joe Gilbreath, Applicant 6090 Carlsbad Fire Department Plan Review Requirements Category. PLANCK, Date of Report: 09-10-2007 jUG DEPT. COPY Reviewed by: 44 Name: Address: Permit #: PC070048 Job Name: ROOSEVELT GARDEN CONDOS Job Address: 2578 ROOSEVELT ST CBAD for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and/or standards. Please review carefully all comments attached. Please resubmit the necessary plans and/or specifications, with changes "clouded", to this office for review and approval. Conditions: Cond: C0N0002267 * APPROVED: THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT. THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS. THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW. Entry: 09/10/2007 By: GR Action: AP PO,E 619.2325990 FAX 619.23 2,5992 . )GDAVIS GROUP ARCH ITECTURE+ PLANNING November 21, 2008 Joe Carton San Diego Habitat for Humanity, Inc. 10222 San Diego Mission Road San Diego, CA 92108-2135 Subject: ROOSEVELT GARDENS (Roof Pitch) Dear Joe To clarify your question regarding the typical roof pitch for the 2 buildings. In the preliminary design of the project, the roofs were to have pitches of 4-1/2:12. As the project went through the final approvals with the City (Planning and City Council) they asked for the roofs to have 5:12 pitches. They had picked up the information on the exterior elevations - and, we did make the changes to the the exterior elevations sheets (AI.6, AI.7, A2.6 and A2.7) which were submitted and permitted. Apparently, the roof pitch notes on the roof plan sheets and section sheets (A1.5, A1.8, A2.5 and A2.8) were missed at that time. We have corrected that on those sheets (See attached pdf copies). Be assured that all the roof pitches are intended to be 5:12. If you have any further questions, please call. Sincerely, Wayne Davis, AlA - Principal Architect DAVIS GROUP • Architecture + Planning 610 West Ash Street • Suite 1103 San Diego, CA 92101 619.232.5990 HTK STRUCTURAL CALCULATIONS PROJECT: DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: PSI MASONRY: GRADE "N" CONCRETE BLOCK F' M = PSI MORTAR: TYPES 1,80.0 PSI GROUT: . 2000 PSI . . REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5AND.LARGER STRUCTURAL STEEL: A-36 . LUMBER: DOUGLAS FIR-LARCH . . JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BETTER SEISMIC FORCE:k fc C REPORT . BY: 6' WIND FORCE: REPORT NO.:. SOIL PRESSURE: 27' DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD: . WALL DEAD LOAD SLOPING. ELI INT. EXT. ROOFING. . . FLOORING . . INTERIOR 10 PSF PLYWOOD .. . . PLYWOOD . EXTERIOR 16 PSF JOISTS . JOISTS .. INSUL. & CLG. . INSUL. & CLG: MISC. . . MISC. TOTAL J4Q / TOTAL ROOF LIVE LOAD . . FLOOR LIVE LOAD SLOPING . INTERIOR . 40 PSF. FLAT . . BALCONY 60 PSF (U.O.N.) EXIT WALKWAY . 100 PSF . These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid, if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. . . . * Pj! Dr;40N& 4i24Vf AJ-44 . • & .i4cc • • . . . PA-7u v- 1 / r.... •. 1/ - '77(7) Pl- 77 .. .••.. ..•• - &'i -- ,41 'f.ø1 • . 414m. 4/ ... .. ..: . ..... . . . . . ................................. ............... . .:MA41...:17C/S .. . 4-T : ...................• ................................................... 29 ffl4 . . ...•. .............. .. . • .. .• : . -. . ..-............ FLi 4inj 31//7 C41 - /flW r- zO)C)4z27) g4(/C9J 7Zt-z 44, 0 .: 2,3 - > 9 AS: JL 23 4-C% n4-4 -------- 41 0 0 'I adV 3ô4' )24 2 - ae 4. 22 ' k)'..•I . .: 777 /1jfl nj kl lit &ec . -. . T'7 . 17 . //•rT . . .. '2 &,w 964,1, /42 : 4'&/a t-1- A2' 1Cic-J - / •. .• 0 • 0 • NIS ce 137 1w- /2(f-e// 23? (7 Z&2 31 z2,11 : 2-7 4- . . .:.... ,/ 7r . r ak-'2aP . . . . 144 10 Aw O&F . . ..• ..... •i (.: . . I. FGc GeoLogic Associates Geologists, Hydrogeologists and Engineers April 19, 2007 Project No. 2007-0061 Mr. Ansel Rogers Habitat for Humanity 10222 San Diego Mission Road San Diego, California 92108 GEOTECHNICAL UPDATE REPORT 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA Reference: Geocon, Inc., 2003 Geotechnical Investigation, Roosevelt Property, 2578 Roosevelt Street, Carlsbad, CA, PN 07197-52-01, dated December 10, 2003. In accordance with your request and authorization, GeoLogic Associates (GLA), has conducted a geotechnical reconnaissance and update report for the proposed single family residential property at 2578 Roosevelt Street in Carlsbad, California. Based on the results of GLA's site reconnaissance and review of Geocon's report (referenced above), it is our opinion that the proposed site improvements are feasible from a geotechnical perspective and the recommendations provided in the above referenced report are pertinent and applicable to the proposed residential construction with the following additions/revisions. Residential footings should have a minimum reinforcement of four No. 5 rebars; two near the top and two near the bottom of the footing. Residential floor slabs-on- grade should have a minimum thickness of 4 inches. Slab reinforcement should consist of No. 3 rebars at 18 inches on center or No. 4 rebars at 24 inches on center (each way). We appreciate this opportunity to be of service. If you have any questions regarding this update report, please do not hesitate to contact the undersigned. GeoLogic Associates W40*. Ted M.Primas p G. Franzone, GE 2189 Project Geologist Supervising Geotechnical Engineer OFESS Distribution: (1) Addressee - electronic submittal GE 2189 ) OF C 16885 W. Bernardo Dr., Suite 305, San Diego, CA 92127 Phone: (858) 451 11 6 )45 GEOTECHNICAL INVESTIGATION. ROOSEVELT PROPERTY 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA PREPARED FOR WAKELAND HOUSING SAN DIEGO, CALIFORNIA DECEMBER 10, 2003 GEOCON 13 INCORPORATED GEOTECHNICAL CONSULTANTS Project No. 07197-52-01 December 10, 2003 Wakeland Housing 625 Broadway, Suite 611 San Diego, California 92101 Attention: Mr. Barry Getzel Subject: ROOSEVELT PROPERTY 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA GEOTECHNICAL INVESTIGATION Gentlemen: In accordance with your authorization of our Proposal No. LG-03562 dated N o v e m b e r 3 , 2 0 0 3 , w e herein submit the results of our geotechnical investigation for the subject site. T h e i n v e s t i g a t i o n w a s performed to observe the site soil and geologic conditions that may impact s i t e d e v e l o p m e n t . T h e accompanying report presents the results of our study and conclusions and reco m m e n d a t i o n s pertaining to the geotechnical aspects of the proposed new development. Based on the results of our study, it is our opinion that the site is suitable for the proposed developmen t p r o v i d e d t h e recommendations of this report are followed. Should you have questions regarding this report, or if we may be of further serv i c e , p l e a s e c o n t a c t t h e undersigned at your convenience. Very truly yours, nflmN rNCflRPCP ATP.r) RCE 63291 SR:JB:dmc (6/del) Addressee No.63291 i' JiHoobs 1524 4D (&7 JOHN \ Lj HOOBS NO. 1524 CERTIFIED * ENGINEERING * p GEOLOGIST -' 12-3 ,j CAL\," 6960 Flanders Drive 9 San Diego, California 92121-2974 M Telephone (858) 558-6900 I Fox (858) 558-6159 TABLE OF CONTENTS PURPOSE AND SCOPE ................................................................................................................. SITE AND PROJECT DESCRIPTION ............................... ............................................................ i SOIL AND GEOLOGIC CONDITIONS........................................................................................2 3.1 Undocumented Fill Soils (Qudf) ........................................................................................... 2 3.2 Topsoil (Unmapped) ........................................................': ..............................................2 3.3 Terrace Deposits (Qt) ........... . ................................................................................................ 2 3.4 Santiago Formation (Ts)........................................................................................................2 GROUNDWATER .......................................................................................................................... 3,1 GEOLOGIC HAZARDS .................................................................................................................3 5.1 Landslides .............................................................................................................................3 5.2 Faulting and Seismicity.........................................................................................................3 5.3 Soil Liquefaction..................................................................................................................'. 4 5.4 Tsunamis and Seiches...........................................................................................................4 CONCLUSIONS AND RECOMMENDATIONS ...........................................................................5 6.1 General .................................................................................................................................. 5, 6.2 Excavation and Soil Characteristics ....................................................................................... 5 6.3 Seismic Design Criteria.........................................................................................................6 6.4 Grading..................................................................................................................................7 6.5 Temporary Excavations .......................................................................................................... 8 6.6 Foundations...........................................................................................................................8 6.7 Concrete Slabs-on-Grade ......................................................................................................9 6.8 Lateral Loading ................................................................................................................... 10' 6.9 Preliminary Pavement Recommendations ..........................................................................11 6.10 Retaining Walls ................................................................................................................... 13 6.11 Site Drainage and Moisture Protection ...............................................................................14 6.12 Foundation and Grading Plan Review ................................................................................14 LIMITATIONS AND UNIFORMITY OF CONDITIONS MAPS AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Geologic Map Figure 3, Wall/Column Footing Dimension Detail Figure 4, Retaining Wall Drainage Detail APPENDIX A FIELD INVESTIGATION Figures A-i - A-8, Logs of Trenches APPENDIX B LABORATORY TESTING Table B-I, Summary of Laboratory Maximum Dry Density and Optimum Moisture Content Test Results Table B-II, Summary of Laboratory Direct Shear Test Result Table B-Ill, Summary of Laboratory Expansion Index Test Result Table B-IV, Summary of Laboratory Water-Soluble Sulfate Test Results Table B-V, Summary of Laboratory R-Value Test Result • APPENDIX C • RECOMMENDED GRADING SPECIFICATIONS LIST OF REFERENCES GEOTECHNtCAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of our geotechnical investigation for the proposed development at 2578 Roosevelt Street in the downtown area of Carlsbad, California (see Vicinity Map, Figure 1). The purpose of the geotechnical investigation was to evaluate the surface and subsurface soil conditions and the general site geology, and identify geotechnical constraints (if any) that may impact development of the property. Based upon the conditions encountered, we are providing site-specific grading recommendations and foundation design criteria. The scope of this investigation, included a review of stereoscopic aerial photographs and readily available published and unpublished geologic literature (see List of References). A field investigation was conducted that included the excavation of eight trenches to a maximum depth of 14 feet. The trench logs are presented in Appendix A. Laboratory tests were performed on selected soil samples obtained during the field investigation to determine pertinent physical properties for engineering analyses and to assist in providing recommendations for site grading and foundation design criteria. Details of the laboratory testing and a summary of the test results are presented in Appendix B. 2. SITE AND PROJECT DESCRIPTION The property consists of a vacant, approximately one-half acre lot located at 2578 Roosevelt Street in Carlsbad, California (see Geologic Map, Figure 2). The lot is currently covered with short vegetation and relatively minor amounts of debris. Abandoned plumbing pipes were observed within the site and a septic tank was encountered in Trench T-5. The site is generally level with an approximate elevation o142 feet, Mean Sea Level (MSL). It is understood that two, 2-story wood-frame multi-family residential buildings and associated areas ZD of at-grade parking and driveways are planned for the site. A preliminary site plan provided by you indicates that the proposed buildings will be generally situated along the eastern boundary and at the southwestern corner of the site. Courtyard and parking areas will be constructed throughout the balance of the site. Vehicular access to the site will be provided from Roosevelt Street at the northwestern corner of the lot. Based on the results of this geotechnical investigation, the site is underlain by undocumented fill and topsoil over Terrace Deposits. The Santiago Formation underlies the Terrace Deposits across the site. A Geologic Map (Figure 2) depicts the approximate configuration of the property and approximate locations of the trenches. Project No. 07197-52-01 - I - December 10, 2003 The above locations, site descriptions and proposed developments are based on a site reconnaissance, review of published geologic literature, our field investigation and discussions with you. Should development plans differ from those described herein, Geocon Incorporated should be contacted for review of the plans and possible revisions to this report. 3. SOIL AND GEOLOGIC CONDITIONS Our field investigation indicated the site is underlain by two surficial soil types, undocumented fill and topsoil; and two geologic units, Terrace Deposits and Santiago Formation.. The occurrence, distribution and description of each unit encountered are shown on the Trench Logs, Figures A-i 'through A-8. The surficial soil and the geologic units are described below. 31 Undocumented Fill Soils (Qudf) Undocumented fill soils were encountered in all of the exploratory trenches and generally consisted of 1 to 5 feet of loose to medium dense clayey to silty sands with varying amounts of gravel. The fill is compressible and is considered inadequate for support of the proposed improvements. The existing fill will require remedial grading. 3.2 ' Topsoil (Unmapped) Topsoil was observed in some of the exploratory trenches. The topsoil was encountered below the undocumented fill and generally consisted of loose to medium dense, moist, silty sand. Removal and compaction of the topsoil will be necessary. 3.3 , Terrace Deposits (Qt) Quaternary-age Terrace Deposits were encountered below the undocumented fill in all of the trenches and typically consisted of very stiff clays and medium-dense to dense silty sands. Zones of weak cementation and cobbles were observed in this formation. In general, these materials are suitable to receive fill or structural loads. 3.4 Santiago Formation (Ts) Tertiary-age Santiago Formation was encountered below the Terrace Deposits, in two of the trenches at depths of approximately 12 feet and typically consisted of dense to very dense, weathered' sandstone. Utility excavations may encounter this unit and require heavy effort due to its dense and weakly to moderately cemented nature. Project No. 07197-52-01' -2 - • December 10, 2003 4. GROUNDWATER Groundwater seepage was observed in the exploratory excavations near the southeastern corner of the property (see Trench Nos. T-7 and T-8). These seeps were found to occur within theTerrace Deposit, just above the underlying Santiago Formation. The depth of water seepage was approximately 12 feet at the time of the field investigation. Although not expected to adversely affect grading operations, groundwater seepage may occur during utility excavations and should be considered. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Proper surface drainage of irrigation and rainwater will be critical to future performance of the project. 5. GEOLOGIC HAZARDS 5.1 Landslides No landslides were encountered at the site or in an area that could impact the property. We do not consider the potential for lands]iding to be a hazard to this project. 5.2 Faulting and Seismicity It is our opinion, based on evidence obtained during the field investigation and a review of published geologic maps and reports, that the site is not located on any known active, potentially active or inactive fault traces. The nearest known active faults are the Rose Canyon Fault and the Newport- Inglewood (offshore), each located approximately 5 miles west of the site and the Coronado Bank Fault located approximately 21 miles to the southwest. A Maximum Credible Seismic event of Magnitude 6.9 is postulated for the Rose Canyon and Newport-Inglewood Faults. The estimated Maximum Credible Peak site accelerations are 0.36g. Seismic parameters for the other regional faults capable of generating ground acceleration at the site are summarized on Table 5.2 - TABLE 5.2 DETERMINISTIC SITE PARAMETERS FOR SELECTED FAULTS* Fault Name Apuroximate Distance 1rom Site (miles) Maximum Credible Event Maximum Credible (Mag.) Peak Site Acceleration (g) Newport-Inglewood-Offshore 5 6.9 0.36 Rose Canyon-Offshore 5 ; 6.9 0.35 Coronado Bank 21 7.4 0.16 Elsinore-Temecula 24 6.8 0.10 Elsinore-Julian 24 7.1 0.12 Elsinore-Glen Ivy 33 6.8 0.07 Palos Verdes 35 7.1 0.08 * EQFault Computer Program, Blake 1997, update 2000. Project No. 07197-52-01 -3- December 10, 2003 It is our opinion that the site could be subjected to moderate to severe ground shaking in the event of a major earthquake along any of the above-mentioned 'faults. However, the seismic risk at the site is not considered to be significantly different than that' of the surrounding developments of similar geologic settings in the Carlsbad area. While listing the peak accelerations is useful for comparison of potential effects of fault activity in a region, other considerations are important in seismic 'design, including the frequency and duration of motion and, the soil conditions underlying the site. We recommend that seismic design of the structures be performed in accordance with the Uniform Building Code (IJBC) guidelines currently adopted by the City of Carlsbad. 5.3 Soil Liquefaction Soil liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are cohesionless, groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If all four previous criteria are met, a seismic event could result in a rapid pore water pressure increase from the earthquake-generated ground accelerations. Due to the depth to permanent groundwater and the dense nature of the soil beneath the site, the potential for liquefaction occurring at the site is considered very low. 5.4 Tsunamis and Seiches The site is located approximately one-half mile east of the Pacific Ocean at an elevation of approximately 40 feet above Mean Sea Level (MSL). Tsunamis are large sea waves produced by submarine earthquakes and volcanic eruptions. Seiches are an oscillation of the surface of an inland body of water that varies in period from a few minutes to several hours. The risk of tsunamis affecting the site is considered very low, but could increase during a catastrophic seismic event due to the relatively close proximity to the Pacific Ocean. Nolarge bodies of water are located upstream of the property; therefore, the potential of inundation due tb seiches is therefore considered very low. Project No. 07197-52-01 -4- December 10, 2003 6. CONCLUSIONS AND RECOMMENDATIONS 6.1 General 6.1.1 From a geotech.nical standpoint, it is our opinion that the site is suitable for the proposed development, provided the recommendations' presented herein are implemented in design and construction of the project. 6.1.2 With the exception of possible strong seismic shaking, no significant geologic hazards were observed or are known to exist on the Site that would adversely affect the proposed project. No special seismic design considerations, other than those recommended herein, are required. 6.1.3 The field investigation indicates that the site is underlain by undocumented fill soils, topsoil, Terrace Deposits and the Santiago Formation. Existing fill soils and topsoil are considered unsuitable in their present condition for support of settlement-sensitive structures. Remedial grading of the undocumented fill and topsoil will be required. 6.1 .4 Subsurface conditions observed in the trenches are expected to be consistent across the site; however, some variations in subsurface conditions should be anticipated. 6.1.5 The proposed structure can be supported on conventional shallow footings founded in formational materials or properly compacted fill. 6.1.6 No project grading plans were available for our review. Daylight cuts and fills are anticipated to be on the order of 1 to 3 feet deep. 6.1.7 Canyon subdrains and surface settlement monuments will not be required on the project. 6.2 Excavation and Soil Characteristics 6.2.1 The majority of the soils encountered in the field investigation are considered to have a "very low" expansion potential (Expansion Index of less than 20) as defined by California Building Code (CBC) Table No. 18-I-B. Recommendations presented herein assume that the site will be graded such that soils with an Expansion Index (El) of less than 50 will be present to a minimum depth of 3 feet below finish grade. If soils with an El greater than 50 are exposed near finish grade, modifications to the foundation and/or slab-on-grade recommendations presented herein may be required. 6.2.2 Excavation of the in-situ soils should be possible with moderate to heavy effort by conventional heavy-duty equipment. Cobbles and concretions are not uncommon within Project No. 07197-52-01 -5 - December 10, 2003 the formational soils. The contractor should be aware that, if required, excavations within these formational soils could take heavy effort. Additionally, chunks of debris or other deleterious materials may be encountered within the undocumented fill. 6.2.3 Laboratory tests were performed on two sathples of the site materials to determine the percentage of water-soluble sulfate. Results from the laboratory water-soluble sulfate tests are presented on Table B-IV and indicate that the on-site materials at the locations tested possess "negligible" sulfate exposure to concrete structures as defined by CBC Table 19- A-4. Geocon Incorporated does not practice in the field of corrosion engineering. Therefore, if improvements that could be susceptible to corrosion are planned, it is recommended that further evaluation by a corrosion engineer be performed. 6.2.4 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations in order to maintain safety and maintain the stability of adjacent existing improvements. 6.3 Seismic Design Criteria 6.3.1 Table 6.3 summarizes site-specific design criteria obtained from the 2000 CBC. The values listed are for the Newport-Inglewood (OffshOre) Fault, which is identified as the nearest Type B fault and is more dominant than the nearest Type A fault due to its proximity to the site. The Newport-Inglewood (Offshore) Fault is located approximately 5 miles from the site. TABLE 6.3 SEISMIC DESIGN PARAMETERS Parameter - Value CBC Reference Seismic Zone Factor 0.40 Table 16-I Soil Profile Type Sc Table 16-i Seismic Coefficient, C. 0.40 Table 16-Q Seismic Coefficient C,, 0.62 Table 16-R Near Source Factor, N 1.00 Table 16-S Near Source Factor N 1.10 Table 16T Seismic Source B, Table 16-U 6.3.2 Conformance to the above criteria for seismië design does not constitute a guarantee or assurance that significant structural damage or ground failure will not occur if a maximum- level earthquake occurs. The primary goal of' seismic design is to protect life and not to avoid all damage, since such design may be economically prohibitive. Project No. 07197-52-01 - 6 - December 10, 2003 6.4 Grading 6.4.1 Grading should be performed. in accordance with the Recommended Grading Specifications in Appendix C. Where the recommendations of this .report conflict with Appendix C, the recommendations of this section take precedence. 6.4.2 Earthwork should be observed and compacted fill tested by representatives of Geocon Incorporated. 6.4.3 A pre-construction conference with the owner, contractor, civil engineer, and soil engineer in attendance should be held at the site prior to the beginning of grading operations. Special soil handling requirements can be discussed at that time. 6.4.4 Grading of the site should commence with the removal of all existing vegetation and existing improvements from the areas to bel graded. Deleterious debris such as wood, asphalt, brick, and concrete should be exportd from the site and should not be mixed with the fill soils. All existing underground improvements, including the septic tank encountered in Trench T-5, should be removed and the resulting depressions properly backfilled in accordance with the procedures described herein. Although not encountered in this investigation, existing leach lines and/or seepage pits can sometimes be associated with septic tanks. If present, these septic system components will also require removal and backfihling or other remediation measures. 6.4.5 Existing undocumented fill soils and topsoil should be removed to expose the underlying Terrace Deposits. The removal should extend: laterally across the entire site. The thickness is estimated to range from 1 to 5 feet across the site; however, variations may occur. Geocon Incorporated should be retained on Ja full-time basis during the overexcavation operations to identify areas where unsuitable materials may extend deeper than anticipated. Any such areas should be overexcavated until suitable materials are encountered. 6.4.6 Prior to placing fill, the ground surface should be scarified to a depth of at least 8 inches, moisture conditioned, and compacted to a dry density of at least 90 percent of the laboratory maximum dry density, near to slght1y above optimum moisture content, as determined by ASTM Test Method D 1557-00. 6.4.7 Excavated soils generated from the cut oerations free of deleterious debris and/or contaminants can be placed and compacted in layers to the design finish grade elevations. All fill and backfill soils should be placed in hbrizontal loose layers approximately 8 inches thick, moisture conditioned to near optimuni moisture content and compacted to a dry Project No. 07197-52-01 -7- December 10, 2003 density of at least 90 percent of the laboratory maximum dry density as determined by ASTM Test Method D 1557-00. The upper 12 inches of fill beneath pavement should b moisture conditioned and compacted to a dry density of at least 95 percent. 6.4.8 Once the undocumented fill soils and topsoil have been removed, the exposed surface of formational material should be graded so that the building foundations will be founded entirely on compacted fill or entirely on fomational material. A minimum undercut of 3 feet within the building pad may be necessary. 6.4.9 Any import fill soil should consist of granular materials with a "low" expansion potential (El less than 50) free of deleterious material or stones larger than 3 inches and compacted as recommended above. Geocon Incorporated should be notified of the import soil source and should perform laboratory testing of import soil prior to its arrival at the site to determine its suitability as fill material. 6.5 Temporary Excavations 6.5.1 Temporary slopes should be made in cdnformance with OSHA requirements. The formational soils and undocumented fill shoWd be considered Type A and Type B soils, respectively, in accordance with OSHA requirements. In general, no special shoring requirement will be necessary if temporary excavations will be less than 4 feet high. Temporary excavations greater than 4 feet high, however, should be laid back at an appropriate inclination. These excavations should not become saturated or be allowed to dry appreciably. Surcharge loads should not be permitted within a distance equal to the height of the excavation from the top of the xcavation. The top of the excavation should be at least 15 feet from the edge of existing ifriprovements. Excavations steeper than those recommended or closer than 15 feet from an existing surface improvement should be shored in accordance with applicable OSHA codes and regulations. 6.6 Foundations 6.6.1 The proposed structures can be supported dn a shallow foundation system founded in formational soils or properly compacted fill but should not be founded on both. If a cut/fill transition occurs beneath the building, the footings should be deepened through the fill into. formational soil or the building pad should be undercut in accordance with Section 6.4.8. 6.6.2 Foundations for the structure should consist of continuous strip footings and/or isolated spread footings. Continuous footings should be at least 12 incheswide and extend at least 18 inches below lowest adjacent pad grad. Isolated spread footings should have a minimum width of 2 feet and should extend at least 18 inches below lowest adjacent pad Project No. 07197-52-01 - S - . December 10, 2003 grade. Steel reinforcement for continuous footings should consist of at least four No. 4 steel reinforcing bars placed horizontally in the footings, two near the top and two near the bottom. Steel reinforement for the spread footings should be designed by the project structural engineer. A footing dimension detail, depicting the depth to lowest adjacent grade, is presented in Figure 3. 6.6.3 The minimum reinforcement recommended above is based on soil characteristics only (Expansion Index of 50 or less) and is not intended to replace reinforcement required for structural considerations. 6.6.4 The recommended allowable bearing capacity for foundations with minimum dimensions described above and bearing in dense formational soils or properly compacted fill soil is 2,500 pounds per square foot (psf). This value is for dead plus live loads and may be increased by one-third when considering transient loads due to wind or seismic forces. 6.6.5 Total and differential settlement under the anicipated allowable loads are estimated to be less than 1 inch and 1/2 inch, respectively. 6.6.6 Foundation excavations should be observed by the geotechnical engineer (a representative of Geocon Incorporated) prior to the placemeht of reinforcing steel and concrete to verify that the exposed soil conditions are consistent with those anticipated and have been extended to appropriate bearing strata. If uninticipated soil conditions are encountered, foundation modifications may be required. 6.7 Concrete Slabs-on-Grade 6.7.1 Concrete slabs-on-grade for the structure shodid be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars at 24 inches oh center in both horizontal directions. Slabs- on-grade should be underlain by 4 inches of clean sand. Where moisture-sensitive floor coverings are planned, the slabs should be underlain by a visqueen moisture barrier placed at the midpoint of the sand blanket. If crushed rock will be used in place of the sand, a visqueen barrier with a minimum thickness of 10 mil should be used to reduce the potential of puncture. If more than one piece of vapor barrier is needed, they should be overlapped by a minimum of 2 feet. 6.7.2 The concrete slab-on-grade recommendation are based on soil support characteristics only. The project structural engineer should evaluate the structural requirements of the concrete slabs for supporting vehicle, equipment and storage loads. Project No. 07197-52-01 -9- : December 10, 2003 6.7.3 All exterior concrete 'flatwork not subject to vehicular traffic should be at least 4 inches thick. Slab panels in excess of 8 feet square should be reinforced with 6 x 6 - W2.9iW2.9 (6 x 6 - 6/6) welded wir& mesh to reduce the potential for cracking. In addition, all concrete flatwork should be provided with crack-control joints to reduce and/or control shrinkage cracking. Crack-cbntrol spacing should be determined by the project structural engineer based upon the slab thickness and intended usage. Criteria of the American Concrete Institute (ACI) should be taken into consideration when establishing crack-control spacing. Subgrade soils for exterior slabs not subjected to vehicle loads should be compacted in accordance with criteria presented in the grading section prior to concrete placement. Subgrade soils should be properly compacted and the moisture content of surficial soils should be verified prior to placing concrete. 6.7.4 Where exterior flatwork abuts the structure at: entrant or exit points, the exterior slab should be dowelled into the structure's foundation stemwall or continuous footing. This recommendation is intended to reduce the potential for differential surface elevations that could result from differential settlement or minor heave of the flatwork. Dowelling details should be designed by the project structural engineer. 6.7.5 The recommendations presented herein are intended to reduce the potential for cracking of slabs and foundations as a result of differential movement. However, even with the incorporation of the recommendations presented herein, foundations and slabs-on-grade will still exhibit some cracking. The ocunence of concrete shrinkage cracks is independent of the soil supporting characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, the use of crack-control joints and proper concrete placement and curing. Literature provided by the Portland Concrete Association (PCA) and American Concrete Institute (CI) present recommendations for proper concrete mix, construction and curing practices, and should be incorporated into project construction. 6.8 Lateral Loading 6.8.1 To resist lateral loads, a passive pressure exerted by an equivalent fluid weight of 350 pounds per cubic foot (pcf) should be used for design of footings or shear keys poured neat against properly compacted granular fill soils or formational materials. The upper 12 inches of material in areas not protected by floor slabs or pavement should not be included in design for passive resistance. 6.8.2 If friction is to be used to resist lateral loads, an allowable coefficient of friction between soil and concrete of 0.4 should be used for design for footings founded in compacted fill of formational materials. The recommended passive pressure may be used concurrently with Project No. 07197-52-01 - 10- December tO, 2003 frictional resistance and may be increased by one-third for transient wind or seismic loading. 6.9 Preliminary Pavement Recommendations 6.9.1 The pavement section recommendations are for areas that will be used as parking stalls and driveways. A resistance value (R-Value) of 62 for subgrade soils and 78 for aggregate base materials have been assumed based on laboatory test resuitsand experience with similar soil and traffic-loading conditions. The laboratory R-Value test results are presented in Appendix B. 6.9.2 The flexible pavement section was calculated in general conformance with the Caltrans Method of Flexible Pavement Design (Highvay Design Manual, Section 608.4) using an estimated Traffic Index (TI) of 5.0 and 6.0 for parking stalls and driveways, respectively. The project architect and owner should review the pavement designation to determine appropriate locations for pavement thickness. Recommendations for flexible pavement sections are presented on Table 6.9.1. Additional R-Value samples should be obtained subsequent to final grading to determine the fnal pavement design. TABLE 6.9.1 FLEXIBLE PAVEMENT RECOMMENDATIONS Location Traffic Index Asphalt Concrete (inches) Class 2 Aggregate Base (inches) Parking Stalls j 5.0 3 . 4 Driveways 6.0 i 3.5 4 6.9.3 The preliminary pavement recommendations aiven above are for the private parking and driveway areas at the site. It should be noted that the City of Carlsbad minimum structural section for public areas (using the estimated TI's on Table 6.9. 1) is 4 inches of asphalt concrete over 4 inches of Class 2 aggregate base and 4 inches of asphalt concrete over 6 inches of Class 2 aggregate base, respectively. It should be determined if the City will require these minimum thicknesses for this proerty. 6.9.4 Asphalt concrete and Class 2 aggregate base should conform to the City of Carlsbad Specifications. 6.9.5 Pavement subgrade soils should be scarifie& moisture conditioned as necessary, and recompacted to a minimum dry density of 5 percent of the laboratory maximum dry Project No. 07197-52-01 - 11 - December 10, 2003 density near to slightly above optfrnum moisture content as determined by ASTM D1557-00. The depth of compaction should be at least 12 inches. Base course material should be moisture conditioned near to slightly above optimum moisture content and compacted to a minimum of 95 percent of ibe laboratory maximum dry density. Asphalt concrete should be compacted to at least 95 percent of the laboratory Hveem density. 6.9.6 We recommend a rigid Portland Cement con 'Crete (PCC) pavement section for all driveway entrance aprons and trash bin loading/storage areas. The concrete pad for trash truck areas should be large enough such that all truck wheels will be positioned on the concrete during loading. The rigid pavement section was èalculated in general conformance with the procedure recommended by the American Coperete Institute report ACI 330R-92 Guide for Design and Construction of Concrete ParkingiLots using the following parameters: Modulus of subgrade reaction, k = 100 pci Modulus of rupture for éoncrete, M = 500 psi Traffic Category = C Average daily truck trafflc, ADTT = 100 6.9.7 Based on the criteria presented above, it is rekommended that the PCC pavement sections have a minimum thickness as presented on Table 6.9.2. TABLE 6.9.2 RIGID PAVEMENT RECOMMENDATIONS Location Portland Cement Concrete (inches) Automobile Parking 6 Driveway Entrance Aprons 7 Trash Bin/Loading Dock Areas 7 Driveways 7 6.9.8 The PCC pavement should be placed over subrade soil that is compacted to a minimum of 95 percent of the laboratory maximum dry denity near to slightly above optimum moisture content. This pavement section is based on a minimum concrete compressive strength of approximately 3,000 psi (pounds per square inch). 6.9.9 A thickened edge or integral curb is recommended on the outside of concrete slabs subjected to wheel loads. The thickened edge should be 1.2 times the slab thickness at the slab edge and taper back to the recommended Islab thickness 3 feet behind the face of the slab (e.g., a 7-inch-thick slab would have an 8¼-inch-thick edge). No reinforcing steel will Project No. 07197-52-01 -12 - December 10, 2003 be necessary within the concrete for geotechiiical purposes with the possible exception of dowels at construction joints as discussed below. 6.9.10 To control the location and spread of concrdte shrinkage cracks, it is recommended that crack-control joints (weakened plane joints) be included in the design of the concrete pavement slab. Crack-control joints should noi exceed, in feet, twice the recommended slab thickness in inches (e.g., 14 by 14 feet for a 7-inch-thick slab), and should be sealed with an appropriate sealant to prevent the migratibn of water through the control joint to the subgrade materials. 6.9.11 To provide load transfer between adjacent çavement slab sections, a trapezoidal-keyed construction joint is recommended. As an alternative to the keyed joint, dowelling is recommended between construction joints. As discussed in the referenced ACI guide, dowels should consist of smooth, %-inch-liameter reinforcing steel 14 inches long embedded a minimum of 6 inches into the slab on either side of the construction joint. Dowels should be located at the midpoint ofthe slab, spaced at 12 inches on center and lubricated to allow joint movement while still transferring loads. Other alternative recommendations for load transfer should be provided by the project structural engineer. 6.10 Retaining Walls 6.10.1 Retaining walls not restrained at the top and having a level backfill surface should be designed for an active soil pressure equivalent to the pressure exerted by a fluid density of 30 pcf. Where the backfill will be inclined iat 2:1 (horizontal:vertical), an active soil pressure of 40 pcf is recommended. Expansive soils should not be used as backfill material behind retaining walls. All soil placed for retaiiiing wall backfill should have an Expansion Index less than 50. 6.10.2 . Unrestrained walls are those that are allowed to rotate more than 0.00114 (where H equals the height of the retaining portion of the wall) at the top of the wall. Where walls are restrained from movement at the top, an additional uniform pressure of 1OH psf should be added to the above active soil pressure. For Iretaining walls subject to vehicular loads within a horizontal distance equal to two-thirds the wall height, a surcharge equivalent to 2 feet of fill soil should be added. 6.10.3 Retaining walls should be provided with a drainage system adequate to prevent the buildup. of hydrostatic forces and waterproofed as required by the project architect. The use of drainage openings through the base of the wall (weep holes) is not recommended where he seepage could be a nuisance or otherwise adversely affect the property adjacent to the base Project No. 07197-52-01 - 13 - December 10, 2003 of the wall. The above recommendations assume a properly compacted granular (El less than 50) free-draining backfill material with no hydrostatic forces or imposed surcharge load. Figure 4 presents a typical retaining all drainage detail. If conditions different than those described are anticipated, or if specific drainage details are desired, Geocon Incorporated should be contacted for additional. recommendations. 6.11 Site Drainage and Moisture Protection 6.11:1 Adequate drainage is critical to reduce the pbtential for differential soil movement, erosion and subsurface seepage. Under no circumstances should water be allowed to pond adjacent to footings. The site should be graded and mintained such that surface drainage is directed away from structures and the top of slopes irto swalesor other controlled drainage devices. Roof and pavement drainage should be directed into conduits that carry runoff away from the proposed structure. 6.11.2 Landscaping planters adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate thel pavement's subgrade and base course. We recommend that either area drains to collet excess irrigation water and transmit it to drainage structures or impervious above-gra1e planter boxes be used. In addition, where landscaping is planned adjacent to the paverhent, we recommend construction of a cutoff wall along the edge of the pavement that extends at least 6 inches below the bottom of the base material. 6.12 Foundation and Grading Plan Review • 6.12.1 Geocon Incorporated should review the gradiig plans and foundation plans for the project prior to final design submittal to detei4nine whether additional analysis and/or recommendations are required. - • Project No. 07197-52-01 -14- December 10, 2003 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain othy to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable cnditions are encountered during construction, or if the proposed construction will differ from that anticipated herein; Geocon Incorporated should be notified so that supplemental recortimendations can be given. The evaluation or identification of the potential presence of hazarlous or corrosive materials was not part of the scope of services provided by Geocon Incorported. 2... This report is issued with the understanding that it is the responsibility of the owner or his representative to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the pas4ge of time, whether due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this repbrt may be invalidated wholly or partially by • changes outside our control. Therefore, this retort is subject to review and should not be relied upon after a period of three years. Project No. 07197-5201 December 10, 2003 f r-'-'_f_r ' p CHESTUIJ1 \ .----". I1EQIOJUA S/4U SOURCE: 2002 THOMAS BROTHERS MAP SAN DIEGO COUNTY, CALIFORNIA EPRODUCEO WITH PERMISSION GRANTED BY THOMAS BORTHERS MAPS FHIS MAP IS COPYRIGHT BY THOMAS BROS. MAPS. IT IS UNLAWFUL TO COPY DR REPRODUCE ALL OR ANY PART THEREOF, WHETHER FOR PERSONAL USE OR ESALE, WITHOUT NO SCALE PERMISSION. GEOCON INCORPORATED S,7 GEOTECHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 -2974 PHONE 858 558-6900 - FAX 858 558-6159 SR / MM DSK/E0000 /D,,Im,,, 2/h ./( PIn,, VICINITY MAP ROOSEVELT PROPERTY 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA DATE 12-10-2003 PROJECT NO. 07197-52-01 F FIG. 1 NO SCALE .. ..SEE REPORT FOR FOUNDATION WITDH AND DEPTH RECOMMENDATION WALL / COLUMN FOOTING DIMENSION DETAIL GE000N (®R INCORPORATED GEOTEHNICAL CONSULTANTS 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121- 2974 PHONE 858 558-6900 - FAX 858 558-6159 SR/RA I DSK/GTYPD COtFOOTZDWG/ ROOSEVELT PROPERTY 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA DATE 12-10-2003 J PROJECT NO. 07197 - 52 - 01 J FIG. 3 GROUND SURFACE - 4 •0 • RETAINING WALL PROPERLY 4 BACKFILL WATERPROOF eCOMPACTED WALL 2/3 H H 314 CRUSHED ROCK FILTER FABRIC ENVELOPE MIRAFI 140N OR EQUIVALENT 4 DIA. PERFORATED ABS OR ADS PIPE - EXTEND TO DRAINAGE SYSTEM NO SCALE RETAINING WALL DRAIN DETAIL CON 0 . ROOSEVELT PROPERTY INCORPORATED GEOTECHNIcAL CONSULTANTS . 2578 ROOSEVELT STREET 6960 FLANDERS DRIVE - SAN DIEGO, CALIFORNIA 92121 -2974 CARLSBAD, CALIFORNIA PHONE 858 558-6900 - FAX 858 558-6159 SR/RA I I DSKIGTYPD DATE 12-10-2003 PROJECT NO. 07197 -52-01 FIG. 4' APPENDIX A FIELD INVESTIGATION Fieldwork for our investigation included a site visit, subsurface exploration and soil sampling. The locations of the exploratory trenches are shown on the Geologic Map, Figure 2. Trench logs are presented in figures following the text in this appendix. Trenches were located in the field using a measuring tape and existing reference points. Therefore, actual trench locations may deviate slightly. Our subsurface exploration was performed on November 14, 2003, and consisted of a site reconnaissance and the excavation of 8 exploratory trenches. The exploratory trenches were excavated to maximum depths of approximately 14 feet using a rubber-tire backhoe. As trenching proceeded, the soil and geologic conditions encountered were logged and sampled. The soil conditions encountered in the trenches were visually examined, classified and logged in general accordance with the American Society for Testing and Materials (ASTM) Practice for Description and Identification of Soils (Visual-Manual Procedure D 2488). The logs of the explor- atory trenches are presented on Figures A-i through A-8. The logs depict the various soil types encountered and indicate the depths at which samples were obtained. If elevations are shown on the trench logs, they were determined either from a topographic map or by using a temporary benchmark. Project No. 07197-52-01 December 10, 2003 PROJECT NO. 07197-52-01 TRENCH T.1 Qo: DEPTH SOIL . . SAMPLEIN 0 CLASS ELEV. (MSL.) 42.5 DATE COMPLETED 11-14-2003 Ly - uscs> 0 Cc -, >- of EQUIPMENT JD 301 0 MATERIAL DESCRIPTION 0 - SC. UNDOCUMENTED FILL -. Loose, moist, brown to grayish brown, Clayey to SiIt, fine to medium SAND ..I. -. with gravel TERRACE DEPOSITS . - 2 - -I. . Medium dense to dense, moist, olive to reddish brown, Silty, fine to medium - SAND: uncemented to very weakly cemented, massive with no distinct . layering SM. - —6- -a- TRENCH TERMINATED AT 9 FEET No groundwater encountered Figure A-I, 07197.52-dL Log of Trench l I, Page lofl SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE . . ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND-AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 07197-52-01 - TRENCH 2. - DEPTH. - 0 < ~ SOIL . Qo- Z U- <<5 : Cl) Zu. LU D-. SAMPLE IN NO. 0 CLASS ELEV. (MSL.) 41 DATE COMPLETED 11-14-2003 w 0 FEET 0 0 (USCS) W (/) 0 -j - EQUIPMENT JO 301 c 0 C MATERIAL DESCRIPTION - r .0 T2-1 çf. - . UNDOCUMENTED FILL SM Loose to medium dense, moist, dark brown to grayish brown. Silty and - . Clayey, fine to medium SAND; few gravel and small cobbles, scattered pieces - of wood and plastic debris -2-_- 1 TERRACE DEPOSITS 1 . Medium dense, moist, olive to reddish brown, Silty, fine to medium SAND; - - 12-2 . . uncemented, massive with no distinct layering - - 4 • SM - 6 - .j. - TRENCH TERMINATED AT 8 FEET No groundwater encountered Figure A-2, Log of Trench T 2, Page 1 of I I SAMPLE SYMBOLS LI ... SAMPLING UNSUCCESSFUL El ... STANDARD PENETRATION TEST I ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE • ... CHUNK SAMPLE 3E ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 07197-52-01 TRENCH T3 . DEPTH SAMP= > SOIL Qo— FT CLASS (USCS( ELEV. (MSL.) 41 DATE COMPLETED 11-14-2003 ½ LU CD >- EQUIPMENT JD 301 0. 0 - MATERIAL DESCRIPTION .. - _____ - sc-srvi UNDOCUMENTED FILL Loose, damp. dark brown, Silty and Clayev, fine to medium SAND; some - - crave] and thin roots. scattered trash -jf- - TOPSOIL - 2 - I Loose to medium dense, moist, brown, Silty, fine SAND; rootlets and pinholes - SM -. 11.1, SM TERRACE DEPOSITS - - - Medium dense, damp to moist, reddish brown to brown, Silty, fine to medium - Medium dense, moist, olive brown to olive, Silty. Clayey, fine to medium - SC __ANQ;rem ---- --- SAND; thin iron oxide stringers --------- - 6 - -.-- - -- ---- Medium dense, moist, reddish to olive brown,'Silty, fine to medium SAND; - - 1•. uncemented and massive --- - SM - -10- 'th TRENCH TERMINATED AT 10.5 FEET No groundwater encountered Figure A-3, 0797.52-01.( Log oflrenchT 3, Page lofl SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL ["STANDARD PENETRATION TEST I? ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJU1 NO. UI1/-b-U1 TRENCH 4 >. 0— Z.) DEPTH S SOIL z CO SAMPLE 0 CLASS ELEV. (MSL.) 40 DATE COMPLETED 11-14-2003 0 FEET I 0 (USGS) z - EQUIPMENT JD 301 • MATERIAL DESCRIPTION 0 SC UNDOCUMENTED FILL - Loose, damp, dark brown. Clayey to Silty and Gravelly SAND; with roots and :1 ' - • pieces of trash TOPSOIL • • 2 Loose to medium dense, damp, Silty, fine to medium SAND; rootlets and - H SM pinholes • SM _______________ TERRACE DEPOSITS 1 - Medium dense to dense, damp, reddish brown to brown, Silty, fine to medium - 4 - -* r — SAND: some -_i Sc Medium dense to dense, moist, olive to olive brown, Clayey, fine to medium - - SAND; iron oxide stringers, mottled colors, uncemented to weakly cemented - - --------- -6- TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-4, Log of Trench T 4, Page 1 of I SAMPLE SYMBOLS E ... SAMPLING UNSUCCESSFUL II ... STANDARD PENETRATION TEST •.. DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJECT NO. 07197-52-01 • TRENCH z Lu >- DEPTH >- < SOIL QCJI- N Q CLASS ELEV. (MSL.) 42 DATE COMPLETED 11-14-2003 ½ FEET Z cc EQUIPMENT JD 301 a. MATERIAL DESCRIPTION UNDOCUMENTED FILL • Loose to medium dense, damp, brown to reddish brown, fine to medium - • SAND; some pieces of asphalt and wood, encountered 4 inch diameter • concrete pipe and 4 foot diameter by 8 foot deep block lined septic tank at east - 2 : SP end of trench - - TOPSOIL - - I SM Medium dense, damp to moist, reddish brown, Silty, fine SAND; pinhole - • pores - - /./ - TERRACE DEPOSITS - Medium dense, moist, olive brown, Clayey, fine to medium SAND to Sandy - 6 CLAY; come carbonate mineralization and iron oxide stringers - TRENCH TERMINATED AT 6.5 FEET No groundwater encountered Figure A-5, Log of Trench l 5, Page lofl SAMPLE SYMBOLS El ... SAMPLING UNSUCCESSFUL DISTURBED OR BAG SAMPLE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. 07197-52-01.0 II ... STANDARD PENETRATION TEST •.. DRIVE SAMPLE (UNDISTURBED) CHUNK SAMPLE •.. WATER TABLE OR SEEPAGE OQ(tlP1T NO 0717-52-01 F TRENCHT6 DEPTH. SOIL <<' Z- 0 CS ELEV. (MSL.) 42 DATE COMPLETED 11-14-2003 FEET 0 w Cr . EQUIPMENT JD 301 MATERIAL DESCRIPTION UNDOCUMENTED FILL - Loose to medium dense, damp to moist, Silty, fine to medium SAND; some - - pieces of glass and asphalt, some roots to 1/4 inch diameter - SM - 2 - :• I -I. - - 4 SM TOPSOIL - - - - Loose, moist,. brown, Silty, fine SAND; porous with thin roots SC-CL TERRACE DEPOSITS Very stiff to medium dense, moist, olive to reddish brown, fine Sandy CLAY - 6 - to Clavev. fine SAND: iron oxide stringers - - TRENCH TERMINATED AT 6 FEET No groundwater encountered Figure A-6, Log of Trench T 6, Page l oil l I SAMPLE SYMBOLS El SAMPLING UNSUCCESSFUL STANDARD PENETRATION TEST P DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE JO CHUNK SAMPLE WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. PROJEC1 NO. UI19f-b-U1 TRENCHT7 z Lij DEPTH > < SOIL U 0 I— Z w SAMPLE NO. C CLASS ELEV. (MSL.) 42 DATE COMPLETED 11-14-2003 . > 0 C E C (USCS) . z w EQUIPMENT JD 301 C MATERIAL DESCRIPTION 0 - _____ - UNDOCUrIENTED FILL 1 . Loose to medium dense, damp, brown to reddish brown, Silty, fine to medium SAND; scattered pieces of trash and asphalt debris - 2 - :1.11 SM . - - - - TERRACE DEPOSITS Very stiff and medium dense, moist, olive to reddish brown, tine to medium, - 6 2>-' Sandy CLAY to Clayey SAND; some coarse sand and gravel, carbonate - mineralization, polished pod faces '•;/ SC-CL 71' -10- - Loose, moist to wet, Silty, fine to coarse, Gravelly SAND -- • SM - Major seepage encountered-at 1.2 feet in loose gravelly and cobbly layer SM SANTIAGO FORMATION - 14 Medium dense, damp to moist, reddish brown, Silty, fine SAND; pinhole - pores -. TRENCH TERMINATED AT 14.5 FEET - . Groundvatér seepage at 12 feet . Figure A-7, 07197-52-01.0 Log of Trench T 7, Page lofl SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR BAG SAMPLE ... CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LO C A T I O N A N D A T T H E D A T E I N D I C A T E D . I T IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIME S . PROJECT NO. 07197-52-01 TRENCH 8 Z r H DPT 0 0 w < SOIL Qoi- - Zu. < U): • cAtPL NO. Z. 0 CLASS zIN u- ELEV. (MSL.) 42 DATE COMPLETED 11-14-2003. E (USCS) z LU - EQUIPMENT JD 301 MATERIAL DESCRIPTION - 0 - 1.H• UNDOCUMENTED FILL -. Loose to medium dense, damp, brown to reddish brown, Silty, fine to medium SAND; some pieces of trash and glass 2 - :I Sm - :H - TERRACE DEPOSITS - SC Medium dense, damp, olive to reddish brown, Clayey, Silty, fine to medium SAND; pinhole pore spaces, some rootlets T8-I ,/•/• Very stiff, to medium dense, moist, dark olive brown, Clavey, fine SAND to fine Sandy CLAY; iron oxide stringers ••/•/. SC-CL - 8- LooseetosaturatedlightohvegraySi1ty1nietocoarseGravellySAND - 4) . some cobbles to 6 inch diameter - 10 - ••. -- -- I: • SM - Major seepaa and caving at 11.5 feet - I •f -• H 12 - T8-2 SANTIAGO FORMATION 1 I SM Dense to very dense, wet, light olive gray, Silty, fine to coarse - grained - 14 - j. I SANDSTONE; with some gravel sized clasts, refusal at 14.5 feet, weathered - in upper foot TRENCH TERMINATED AT 14.5 FEET Groundwater seepage at 11.5 feet Figure A-8, 07197-52I.G Log of Trench 1 8, Page 1 of i SAMPLE SYMBOLS ... SAMPLING UNSUCCESSFUL ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) DISTURBED OR EAGSAMPLE •.. CHUNK SAMPLE ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND A T T H E D A T E I N D I C A T E D . I T IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. - APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the American Society for Testing and Materials (ASTM) or other suggested procedures. Selected soil samples were tested for their in-place dry density and moisture content, shear strength, expansion, water-soluble sulfate content, and Resistance (R) Value characteristics. The results of our laboratory tests are presented on Tables B-I through B-V. TABLE B-I SUMMARY OF LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST RESULTS ASTM 0 1557-00 Sample Description Maximum Dry Optimum Moisture No. Density (pci) Content (% dry wt.) T2-1 Dark brown, fine to medium, Silty 137.0 6.5 SAND, with trace clay and gravel _______________ T2-2 Olive, fine to medium, Silty SAND 1 132.1 1 8.4 TABLE B-U SUMMARY OF LABORATORY DIRECT SHEAR TEST RESULTS ASTM D 3080-98 Sample Dry Moisture Unit Angle of Shear No. Density Content - Cohesion Resistance (pci) . (%) (psi) (degrees) T2-1 118.6 8.6 485 38 TABLE B-Ill SUMMARY OF LABORATORY EXPANSION INDEX TEST RESULTS ASTM D3O8O-98 Sample No. Moisture Content Dry Density (pci) Expansion Index Before Test (%) 1 After Test (%) T2-1' 7.5 12.4 121.2 0 Project No. 07197-22-01 -B-I - December 10, 2003 TABLE B-IV SUMMARY OF LABORATORY WATER-SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 Sample No. j Water-Soluble Sulfate (%) T2-1 0.007 T8-1 0.048 TABLE B-V SUMMARY OF LABORATORY R-VALUE TEST RESULTS ASTM D 2844-99 Sample No. R-Value T2-1 62 Project No. 07197-22-01 - B-2 - December 10, 2003 APPENDIX C RECOMMENDED GRADING SPECIFICATIONS FOR ROOSEVELT PROPERTY 2578 ROOSEVELT STREET CARLSBAD, CALIFORNIA PROJECT NO. 07197-52-01 RECOMMENDED GRADING SPECIFICATIONS 1. GENERAL 1.1. These Recommended Grading Specifications shall be used in conjunction with the Geotechnical Report for the project prepared by Geocon Incorporated. The recom- mendations contained in the text of the Geotechnical Report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. S 1.2. Prior to the commencement of grading, a geotechnical consultant (Consultant) shall be employed for the purpose of observing earthwork procedures and testing the fills for substantial conformance with the recommendations of the Geotechnical Report and these specifications. It will be necessary that the Consultant provide adequate testing and observation services so that he may determine that, in his opinion, the work was performed in substantial conformance with these specifications. It shall be the responsibility of the Contractor to assist the Consultant and keep him apprised of work schedules and changes so that personnel may be scheduled accordingly. 1.3. It shall be the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the Consultant, unsatisfactory conditions such as questionable soil materials, poor moisture condition, inadequate compaction, adverse weather, and so forth, result in a quality of work not in conformance with these specifications, the Consultant will be empowered to reject. the work and recommend to the Owner that construction be stopped until the unacceptable conditions are corrected. 2. DEFINITIONS 2.1. Owner shall refer to the owner of the property or the entity on whose behalf the grading work is being performed and who has contracted with the Contractor to have grading performed. 2.2. Contractor shall refer to the Contractor performing the site grading work. 2.3. Civil Engineer or Engineer of Work shall refer to the California licensed Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topography. GI rev. 07/02 2.4. Consultant shall refer to the soil engineering and engineering geology consulting firm retained to provide geotechnical services for the project. 2.5. Soil Engineer shall refer to a California licensed Civil Engineer retained by the Owner, who is experienced in the practice of geotechnical engineering. The.Soil Engineer shall be responsible for having qualified representatives on-site to observe and test the Contractors work for conformance with these specifications. 2.6. Engineering Geologist shall refer to a California licensed Engineering Geologist retained by the Owner to provide geologic observations and recommendations during the site grading. 2.7. Geotechnical Report shall refer to a soil report (including all addenda) which may include a geologic reconnaissance or geologic investigation that was prepared specifically for the development of the project for which these Recommended Grading Specifications are intended to apply. 3. MATERIALS 3.1. Materials for compacted fill shall consist of any soil excavated from the cut areas or imported to the site that, in the opinion of the Consultant, is suitable for use in construction of fills. In general, fill materials can be classified, as soil fills, soil-rock fills or rock fills, as defined below. 3.1.1. Soil fills are defined as fills containing no rocks or hard lumps greater than 12 inches in maximum dimension and containing at least 40 percent by weight of material smaller than 3/4 inch in size. 3.1.2. Soil-rock fills are defined as fills containing no rocks or hard lumps larger than 4 feet in maximum dimension and containing a sufficient matrix of soil fill to allow for proper compaction of soil fill around the rock fragments or hard lumps as specified in Paragraph 6.2. Oversize rock is defined as material greater than 12 inches. 3.1.3. Rock fills are defined as fills containing no rocks or hard lumps larger than 3 feet in maximum dimension and containing little or no fines. Fines are defined as material smaller than 3/4 inch in maximum dimension. The quantity of fines shall be less than approximately 20 percent of the rock fill quantity. GI rev. 07/02 3.2. Material of a perishable, spongy, or otherwise unsuitable nature as determined by the Consultant shall not be used in fills. 3.3. Materials used for fill, either imported or on-site, shall not contain hazardous materials as defined by the California Code of Regulations, Title 22, Division 4, Chapter 30, Articles 9 . . and 10; 40CFR; and any other applicable local, state or federal laws. The Consultant shall not be responsible for the identification or analysis of the potential presence of hazardous materials. However, if observations, odors or soil discoloration cause Consultant to suspect the presence of hazardous materials; the Consultant may request from the Owner the termination of grading operations within the affected area. Prior to resuming grading operations, the Owner shall provide a written report to the Consultant indicating that the suspected materials are not hazardous as defined by applicable laws and regulations. 3.4. The outer 15 feet of soil-rock fill slopes, measured horizontally, should be composed of properly compacted soil fill materials approved by the Consultant. Rock fill may extend to the slope face, provided that the slope is not steeper than 2:1 (horizontal: vertical) and a soil layer no thicker than 12 inches is track-walked onto the face for landscaping purposes. This procedure may be utilized, provided it is acceptable to the governing agency, Owner and Consultant. 3.5. Representative samples of soil materials to be used for fill shall be tested in the laboratory by the Consultant to determine the maximum density, optimum moisture content, and, where appropriate, shear strength, expansion, and gradation characteristics of the soil. 3.6. During grading, soil or groundwater conditions other than those identified in the Geotechnical Report may be encountered by the Contractor. The Consultant shall be notified immediately to evaluate the significance of the unanticipated condition 4. CLEARING AND PREPARING AREAS TO BE FILLED 4.1. Areas to be excavated and filled shall be cleared and grubbed. Clearing shall consist of complete removal above the ground surface of trees, stumps, brush, vegetation, man-made structures and similar, debris. Grubbing shall Consist of removal of stumps, roots, buried logs and other unsuitable material and shall be performed in areas to be graded. Roots and other projections exceeding 1-1/2 inches in diameter shall be removed to a depth of 3 feet below the surface of the ground. Borrow areas shall be grubbed to the extent necessary to provide suitable fill materials. GI rev. 07/02 4.2. Any asphalt pavement material removed during clearing operations should be properly disposed.at an approved off-site facility. Concrete fragments which are free of reinforcing steel may be placed in fills, provided they are placed in accordance with Section 6.2 or 6.3 of this document. 4.3. After clearing and grubbing of organic matter or other unsuitable material, loose or porous soils shall be removed to the depth recommended in the Geotechnical Report. The depth of removal and compaction shall be observed and approved by a representative of the Consultant. The exposed surface shall then be plowed or scarified to a minimum depth of 6 inches and until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment to be used. 4.4. Where the slope ratio of the original ground is steeper than 6:1 (horizontal: vertical), or where recommended by the Consultant, the original ground should be benched in accordance with the following illustration. TYPICAL BENCHING DETAIL Finish G Original Ground 2 Finish Slope Surface Remove All - Unsuitable Material As Recommended By Soil Engineer Slope To Be Such That Sloughing Or Sliding Does Not Occur Varies See Note 1 See Note 2 No Scale DETAIL NOTES: (1) Key width "B" should be a minimum of 10 feet wide, or sufficiently wide to permit complete coverage with the compaction equipment used. The base of the key should be graded horizontal, or inclined slightly into the natural slope. (2) The outside of the bottom key should be below the topsoil or unsuitable surficial material and at least 2 feet into dense formational material. Where hard rock is exposed in the bottom of the key, the depth and configuration of the key may be modified as approved by the Consultant. GI rev. 07/02 4.5. After areas to receive fill have been cleared, plowed or scarified, the surface should be disced or bladed by the Contractor until it is uniform and free from large clods. The area should then be moisture conditioned to achieve the proper moisture content, and compacted as recommended in Section 6.0 of these specifications. 5. COMPACTION EQUIPMENT 5.1. Compaction of soil or soil-rock fill shall be accomplished by sheepsfoot or segmented-steel wheeled rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compaction equipment. Equipment shall be of such a design that it will be capable of compacting the soil or soil-rock fill to the specified relative compaction at the specified moisture content. 5.2. Compaction of rock fills shall be performed in accordance with Section 6.3. 6. PLACING, SPREADING AND COMPACTION OF FILL MATERIAL 6.1. Soil fill, as defined in Paragraph 3.1.1, shall be placed by the Contractor in accordance with the following recommendations: 6.1.1. Soil fill shall be placed by the Contractor in layers that, when compacted, should generally not exceed 8 inches. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to obtain uniformity of material and moisture in each layer. The entire fill shall be constructed as a unit in nearly level lifts. Rock materials greater than 12 inches in maximum dimension shall be placed in accordance with Section 6.2 or 6.3 of these specifications. 6.1.2. In general, the soil fill shall be compacted at a moisture content at or above the optimum moisture content as determined by ASTM D1557-00. 6.1.3. When the moisture content of soil fill is below that specified by the Consultant, water shall be added by the Contractor until the moisture content is in the range specified. 6.1.4. When the moisture content of the soil fill is above the range specified by the Consultant or too wet to achieve proper compaction, the soil fill shall be aerated by the Contractor by blading/mixing, or other satisfactory methods until the moisture content is within the range specified. GI rev. 07/02 6.15. After each layer has been placed, mixed, and spread evenly, it s h a l l b e t h o r o u g h l y compacted by the Contractor to a relative compaction of at least 90 percent. Relative compaction is defined as the ratio (expressed in percent) of the i n - p l a c e dry density of the compacted fill to the maximum laboratory dry de n s i t y a s determined in accordance with ASTM D1557-00. Compaction shall be co n t i n u o u s over the entire area, and compaction equipment shall make sufficient p a s s e s s o t h a t the specified minimum relative compaction has been achieved througho u t t h e entire fill. 6.1.6. Soils having an Expansion Index of greater than 50 may be used in fil l s i f p l a c e d a t least 3 feet below finish pad grade and should be compacted at a moistu r e c o n t e n t . generally 2 to 4 percent greater than the optimum moisture content for the m a t e r i a l . 6.1.7. Properly compacted soil fill shall extend to the design surface of fill slopes. To achieve proper compaction, it is recommended that fill slopes be over-built b y a t least 3 feet and then cut to the design grade. This procedure is consi d e r e d preferable to track-walking of slopes, as described in the following par a g r a p h . 6.1.8. As an alternative to over-building of slopes, slope faces may be back - r o l l e d w i t h a heavy-duty loaded sheepsfoot or vibratory roller at maximum 4-foot fil l h e i g h t intervals. Upon completion, slopes should then be track-walked with a D - 8 d o z e r or similar equipment, such that a dozer track covers all slope surfac e s a t l e a s t twice. 6.2. Soil-rock fill, as defined in Paragraph 3.1.2, shall be placed by the Contractor in ac c o r d a n c e with the following recommendations: 6.2.1. Rocks larger than 12 inches but less than 4 feet in maximum d i m e n s i o n m a y b e incorporated into the compacted soil fill, but shall be limited to the area measured 15 feet minimum horizontally from the slope face and 5 feet below finish grade or 3 feet below the deepest utility, whichever is deeper. 6.2.2. Rocks or rock fragments up to 4 feet in maximum dimens i o n m a y e i t h e r b e individually placed or placed in windrows. Under, certain conditions, roc k s o r r o c k fragments up to. 10 feet in maximum dimension may be placed using similar methods. The acceptability of placing rock materials greater than 4 f e e t •in maximum dimension shall be evaluated during grading as specific ca s e s a r i s e a n d shall be approved by the Consultant prior to placement. GI rev. 07102 0 6.2.3. For individual placement, sufficient space shall be provided between rocks to allow 0 for passage of compaction equipment. 6.2.4. For windrow placement, the rocks should be placed in trenches excavated in properly compacted soil fill. Trenches should be approximately 5 feet wide and 4 feet deep in maximum dimension. The voids around and beneath rocks should be filled with approved granular soil having a Sand Equivalent of 30 or greater and should be compacted by flooding. Windrows may also be placed utilizing an "open-face" method in lieu of the trench procedure, however, this method should first be approved by the Consultant. 6.2.5. Windrows should generally be parallel to each other and may be placed either parallel to or perpendicular to the face of the slope depending on the site geometry. The minimum horizontal spacing for windrows shall be 12 feet center-to-center with a 5-foot stagger or offset from lower courses to next overlying course. The minimum vertical spacing between windrow courses shall be 2 feet from the top of a lower windrow to the bottom of the next higher windrow 6.2.6. All rock placement, fill placement and flooding of approved granular soil in the windrows must be continuously observed by the Consultant or his representative. 6.3. Rock fills, as defined in Section 3.1.3., shall be placed by the Contractor in accordance with the following recommendations: 6.3.1. The base of the rock fill shall be placed on a sloping surface (minimum slope of 2 percent, maximum slope of 5 percent). The surface shall slope toward suitable - subdrainage outlet facilities. The rock fills shall be provided with subdrains during construction so that a hydrostatic pressure buildup does not develop. The subdrains shall be permanently connected to controlled drainage facilities to control post-- construction infiltration of water. 0 6.3.2. Rock fills shall be placed in lifts not exceeding 3 feet. Placement shall be by rock trucks traversing previously placed lifts and dumping at the edge of the currently placed lift. Spreading of the rock fill shall be by dozer to facilitate seating of the rock. The rock fill shall be watered heavily during placement. Watering shall Consist of water trucks traversing in front of the current rock lift face and spraying water continuously during rock placement. Compaction equipment with cornpactive energy comparable to or greater than that of a 20-ton steel vibratory roller or other compaction equipment providing suitable energy to achieve the required compaction or deflection as recommended in Paragraph 6.3.3 shall be GI rev. 07/02 utilized. The number of passes to be made will be determined as described in Paragraph 6.3.3. Once a rock fill lift has been covered with soil fill, no additional rock fill lifts will be permitted over the soil fill. 6.3.3. Plate bearing tests, in accordance with ASTM D1196-93, may be performed in both the compacted soil fill and in the rock fill to aid in determining the number of passes of the compaction equipment to be performed. If performed, a minimum of three plate bearing tests shall be performed in the properly compacted soil fill (minimum relative compaction of 90 percent). Plate bearing tests shall then be performed on areas of rock fill having two passes, four passes and six passes of the compaction equipment, respectively. The number of passes required for the rock fill shall be determined by. comparing the results of the plate bearing tests for the soil fill and the rock fill and by evaluating the deflection variation with number of passes. The required number of passes of the compaction equipment will be performed as necessary until the plate bearing deflections are equal to or less than that determined for the properly compacted soil fill. In no case will the required number of passes be less than two. 6.3.4. A representative of the Consultant shall be present during rock fill operations to verify that the minimum number of "passes" have been obtained, that water is being properly applied and that specified procedures are being followed. The actual number of plate bearing tests will be determined by the Consultant during grading. In general, at least one test should be performed for each approximately 5,000 to 10,000 cubic yards of rock fill placed. 6.3.5. Test pits shall be excavated by the Contractor so that the Consultant can state that, in his opinion, sufficient water is present and that voids between large rocks are properly filled with smaller rock material. In-place density testing will not be required in the rock fills. 6.3.6. To reduce the potential for 'piping of fines into the rock fill from overlying soil fill material, a 2-foot layer of graded filter material shall be placed above the uppermost lift of rock fill. The need to place graded filter material below the rock should be determined by the Consultant prior to commencing grading. The gradation of the graded filter material will be determined at the time the rock fill is being excavated. Materials typical of the rock fill should be submitted to the Consultant in a timely manner, to allow design of the graded filter prior to the commencement of rock fill placement. N GI rev. 07/02 6.3.7. All rock fill placement shall be continuously observed during placement by representatives of the Consultant. 7. OBSERVATION AND TESTING 7.1. The Consultant shall be the Owners representative to observe and perform tests during clearing, grubbing, filling and compaction operations.. In general, no more than 2 feet in vertical elevation of soil or soil-rock fill shall be placed without at least one field density test being performed within that interval. In addition, a minimum of one field density test shall be performed for every 2,000 cubic yards of soil or soil-rock fill placed and compacted. 7.2. The Consultant shall perform random field density tests of the compacted soil or soil-rock fill to provide a basis for expressing an opinion as to whether the fill material is compacted as specified. Density tests shall be performed in the compacted materials below any disturbed surface. When these tests indicate that the density of any layer of fill or portion thereof is below that specified, the particular layer or areas represented by the test shall be reworked until the specified density has been achieved. 7.3. During placement of rock fill, the Consultant shall verify that the minimum number of passes have been obtained per the criteria discussed in Section 6.3.3. The Consultant shall request the excavation of observation pits and may perform plate bearing tests on the placed rock fills. The observation pits will be excavated to provide a basis for expressing an opinion as to whether the rock fill is properly seated and sufficient moisture has been applied to the material. If perfoxrned, plate bearing tests will be performed randomly on the surface of the most-recently placed lift. Plate bearing tests will be performed to provide a basis for expressing an opinion as to whether the rock fill is adequately seated. The maximum deflection in the rock fill determined in Section 6.3.3 shall be less than the maximum deflection of the properly compacted soil fill. When any of the above criteria indicate that a layer of rock fill or any portion thereof is below that specified, the affected layer or area shall be reworked until the rock fill has been adequately seated and sufficient moisture applied. 7.4. A.settlement monitoring program designed by the Consultant may be conducted in areas of rock fill placement. The specific design of the monitoring program shall be as recommended in the Conclusions and Recommendations section of the project Geotechnical Report or in the final report of testing and observation services performed during grading. GI rev. 07/02 7.5. The Consultant shall observe the placement of subdrains, to verify that the drainage devices have been placed and constructed in substantial conformance with project specifications. 7.6. Testing procedures shall conform to the following Standards as appropriate: 7.6.1. Soil and Soil-Rock Fills: 7.6.1.1. Field Density Test, ASTM D1556-00, Density of Soil In-Place By the Sand-Cone Method. 7.6.1.2. Field Density Test, Nuclear Method, ASTM D2922-96, Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). - 7.6.1.3. Laboratory Compaction Test, ASTM D1557-00, Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-Pound Hammer and 18-Inch Drop. 7.6.1.4. Expansion Index Test, ASTM D4829-95, Expansion Index Test. 7.6.2. Rock Fills 7.6.2.1. Field Plate Bearing Test, ASTM D1196-93 (Reapproved 1997) Standard Method for Nonreparative Static Plate Load Tests of Soils and Flexible Pavement Components, For Use in Evaluation and Design of Airport and Highway Pavements. 8. PROTECTION OF WORK 8.1. During construction, the Contractor shall properly grade all excavated surfaces to provide positive drainage and prevent ponding of water. Drainage of surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site. The Contractor shall take remedial measures to prevent erosion of freshly graded areas until such time as permanent drainage and erosion control features have been installed. Areas subjected to erosion or sedimentation shall be properly prepared in accordance with the Specifications prior to placing additional fill or structures. 8.2. After completion of grading as observed and tested by the Consultant, no further excavation or filling shall be conducted except in conjunction with the services of the Consultant. GI rev. 07/02 9. CERTIFICATIONS AND FINAL REPORTS 9.1. Upon completion of the work, Contractor shall furnish Owner a certification by the Civil Engineer stating that the lots and/or building pads are graded to within 0.1 foot vertically of elevations shown on the grading plan and that all tops and toes of slopes are within 0.5 foot horizontally of the positions shown on the grading plans. After installation of a section of subdrain, the project Civil Engineer should survey its location and prepare an as-built plan of the subdrain location. The project Civil Engineer should verify the proper outlet for the subdrains and the Contractor should ensure that the drain system is free of obstructions. 9.2. The Owner is responsible for furnishing a final as-graded soil and geologic report satisfactory to the appropriate governing or accepting agencies. The as-graded report should be prepared and signed by a California licensed Civil Engineer experienced in geotechnical engineering and by a California Certified Engineering Geologist, indicating that the geotechnical aspects of the grading were performed in substantial conformance with the Specifications or approved changes to the Specifications. GI rev. 07/02 LIST OF REFERENCES 1. Blake, T. F., EOFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Faults, Users Manual, 1989a, p. 79 (Revised 2000). 2. Blake, T. F., UBC'SEIS, A Computer Program for the Estimation of Uniform Building Coefficients Using 3-D Fault Sources, Users Manual, 1989a, p. 79 (Revised 2000). 3. Sadigh, et. al., (1997) Attenuation Relationships for Shallow Coastal Earthquakes Based on California Strong Motion Data, Seismological Research Letters, Vol. 68, No. 1, January/February, pp. .180-189. United States Department of Agriculture, Stereoscopic Aerial Photographs, Flight AXN-14M, Photo Nos. 19 and 20, dated 1953. United States Geological Survey, 7.5 minute Quadrangle Series San Luis, Rey Quadrangle, 1968. • Unpublished reports, aerial photographs and maps on file with Geocon Incorporated. Project No. 07197-52-0I December 10, 2003 Mt--- M - M --- ROOSEVELT STREET . -.----•- i----T ------------i------------- rn ROX. LOCATION SEPTIC TANK. ___ C" Li fl. H. 0 0' 7' 0 (1 MY -- -: 1 -. - j '1 I I' t 27' - . :• GEOCON LEGEND 0 . UNDOCUMENTEE. FILL APPROX. LOCATION OF TRENCH DEPTH OF SURFICIAL SOIL- GEOLOG1G in em :'. 8/28/207 13:3 13108435364 DAVY & ASSOCIATES PAGE 03 Davy & Associates, Inc. Consu&tants in Acoustics 2627 Manhattan Beach Blvd., Suite 212 • Redondo Beach, CA. 90278-1604 Tel: 310-643-5161 • Fax: 310-643-5364 £mail:DavyAssoc@aoLcom JN2006-125 ACOUSTICAL ANALYSIS Roosevelt Gardens Condominiums Carlsbad, California FOR Habitat For Humanity, Inc. San Diego, California September, 2006 e C_G-~ -"-( caj - @8/28/2 37 13:03 13105435384 DAVY , ASSOCIATES PAGE 04 :1.0 Summary At the direction of Habitat For Humanity, Inc., Davy & Associates, Inc.has completed this acoustical analysis of the Roosevelt Gardens Condominiums project in Carlsbad, California The California State Building Code (Part 2, Title 24, CCR) specifies maximum allowable interior noise levels of CNEL 45 for all habitable spaces in residential buildings where exterior noise from transportation sources exceeds CNEL 60. The results of this analysis indicate that the project will comply with the requirements of the City.of Carlsbad as contained in the California State Building Code (Part 2, Title 24, CCR) Future year noise levels for the year 2016 will be as follows: CNEL SW Bldg Line-Bldg 1 56.1 dB SW Bldg Line-Bldg -2 45.1 With a CNEL 56.1 the Buildings must provide an A-Weighted noise reduction of 11.1 dB to achieve an interior noise level of CNEL 45. Standard construction consists of exterior stucco, interior gypboard, insulation and standard glazing provides a minimum A-Weighted noise reduction of 20 dB. Therefore, the Buildings will comply with the City of Carlsbad requirements in the California State Building Code (Part 2, Title 24, CCR) with no special mitigation. Construction recommendations include: roof/ceiling construction will be concrete tile on plywood. R-1 9 insulation will be installed in joist spaces. The ceilings will be one layer of 5/811 gypboard nailed direct. All exterior walls will be 2x4 studs 1511 o.c. with R-1 1 insulation in the stud spaces. Exteriors will be stucco, The interiors will be 518U gypboard. 08/28/2007 13:03 1315435364 DAVY & ASSOCIATES PAGE 05 1 All windows and glass doors may be standard aluminum sliders. All entry doors should be 1-3/4" solid core flush wood doors with vinyl bulb weatherstripping on the sides and top. Panel, doors with panels less than 1-3/4" should not be accepted. There should be no mail slots in the entry doors. With windows open, the noise reduction of Building I Will be approximately 12 dB. Therefore, the units will comply with the CNEL 45 requirement even with windows open There are no ventilation requirements. VA 08/28/2007 13:03 1310643364 DAVY & ASSOCIATES PAGE 86 2.0 introduction At the direction of Habitat For Humanity, inc., Davy & Associates, inc. has completed this acoustical analysis of the Roosevelt Gardens Condominiums project in Carlsbad, California. The California State Building Code (Part 2, Title 24, CCR) specifies maximum allowable .interior noise levels of CNEL 45 for all habitable spaces in residential buildings where exterior, noise from transportation sources exceeds CNEL 60. CNEL is a 24 hOur average noise level with 3 dB penalties for evening hours between 7:00 p.m. and 10:00 p.m. and 10 dB penalties for nighttime hours between 10:00 p.m. and 7:00 a.m. the following day. Section 4.0 of this report contains the results of measurements and calculations of the future exterior noise environment at the site to determine compliance with these requirements and the State Building Code requirements. 3.0 Criteria for Assessment of Impact The City of Carlsbad Noise Guidelines Manual as contained in the Noise Element of the Carlsbad General Plan indicates that exterior noise levels for multiple family projects shall not exceed CNEL 65. Interior values should not exceed CNEL 45 with windows closed. 4.0 Exterior and Future Acoustical Environment Environmental noise levels were monitored at the southwest building lines of both Building I and Building 2 of the site in Carlsbad on August 31, 2006, between the hours of 3:00 p.m. and 5:00 p.m. The location of the site is shown in Figure 1. Noise levels at the site are dominated by vehicular traffic on Roosevelt Street to the southwest. No other significant sources of noise were noted during the site visit. Environmental noise levels were measured with a precision integrating Larson Davis Model 820 sound level meter that had been calibrated with a B&K 4230 Acoustical Calibrator immediately prior to use. The sound level meter measures and displays the equivalent noise level (LEO), as well as the maximum and the minimum noise levels during the measurement period. A copy of the analysis of the acoustical data is in Appendix A. 3 - 08/28/2007 13:03 1310643534 DAVY & ASSOCIATES PAGE 07 Figure 1. Site Location * II @8/28/2@@713:3 131E16435364 DAVY & ASSOCIATES PAGE 58 The data thus collected were analyzed to determine the CNEL level at the measurement location. The CNEL value was determined by measuring the equivalent noise level (LEQ) directly, and then calculating the equivalent noise level for each of the other 23 hours in the day.' This CNEL approach has been utilized extensively. The accuracy of this procedure has been established with automatic 24-hour measurements at the same location. The procedure has always been within acceptable accuracy limits. The results of the monitoring and calculations are summarized below in Table 1. Table 1 Measured Ambient Noise Levels in dB Location Peak Hour LEQ CNEL SW Bldg Line Bldg 1 54.2 dB 55.2 SW Bldg Line Bldg 2 43.2 dB 44.2 Section 3501.(c) of the State Building Code states the following- Worst-case noise levels either existing or future, shall be used as the basis for determining compliance with this Section. Future noise levels shall be predicted for a period of at least 10 years from the time of building permit application. CALTRANS, Division of Traffic Operations publishes an annual traffic volume book that contains previous traffic trends. The 2000 traffic volumes on the California State Highway System Book (the latest edition available) lists an average annual increase of 2.2% per year in annual traffic volumes for the years 1994 through 2000. Assuming volumes would increase by a factor 1.24 by the year 2016. This traffic volume increase over the next 10 years would in a 0.9 dB traffic noise increase. Therefore, the projected future year noise level is summarized in Table 2 Table 2 Future Year Noise Levels in dB for the Year 2016 Location CNEL SW Bldg Line Bldg 1 56.1 dB SW Bldg Line Bldg 2 45.1 for example, "Insulation of Buildings Against Highway Noise",Bruce Davy and Steven Skale, Federal Highway Administration FHWATS-77-202. 5 8/28/2 07 13:03 13105435384 DAVY & ASSOCIATES PAGE @ With a CNEL 56.1 the Building must provide an A-Weighted noise reduction of 11.1 dB to achieve an interior CNEL 45 volume. Standard construction consisting of 2x4 studs with R-1 1 insulation, exterior stucco interior gypboard, and standard glazing provides a minimum A-weighted noise reduction of 20 dB. Therefore, the Building will comply with the City of Carlsbad requirements in the State Building Code (Part 2, Title 24, CCR) with no special mitigation. 5.0 Construction Recommendations 5.1 Roof ceiling construction will be concrete tile on plywood. R-19 insulation will be installed in joist spaces. The ceilings will be one layer of 5/8" gypboard nailed direct. 5.2 All exterior walls will be 2x4 studs 16" o.c. with R-11 insulation in the stud spaces. Exteriors will be stucco. The interiors will be 5/8" gypboard. 5.3 All windows and glass doors may be standard aluminum sliders. 5.4 All entry doors should be 1-3/4" solid core flush wood doors with vinyl bulb weatherstripping on the sides and top. Panel doors with panels less than 1-3/4" should not be accepted. 5.5 There should be no mail slots in the entry doors- 6,0 Summary of Results The results of this analysis indicate that with no special mitigation, the project will comply with the requirements of the City of Carlsbad as contained in the California State Building Code (Part 2, Title 24, CCR). Bruce A. Davy, P. E. Davy & Associates, Inc. LNC.E. Board Certified 08/26/2007 13:03 13105435354 DAVY & ASSOCIATES PAGE 10 Davy & Associates, Inc. Consultants in Acoustics 2627 Manhattan Beach $lvd., Suite 212 • Redondo Beach, CA. 90275-1604 - Tel: 310-643-5161 • Fax: 310-643-5364 • Email:DavyAssoc@aol.com JN2006-125 APPENDIX A Site Monitoring Analysis Logs L90: 43.9 L50: 50.4 L25: 55,0 L8: 58.9 L2: 62.2 LI: 63.6 LEO: 54.2 LMAX: 64.6 LMIN: 41.7 CNEL: 55.2 LDN: 55.2 @8/28/2 713:3 13105435364. DAVY & ASSOCIATES PAGE 11 SITE MONITORING NOISE ANALYSIS JN2006-125 PROJECT: LOCATION: TEST DATE: START TIME: END. TIME: EQUIPMENT USED: TEMPERATURE: RELATIVE HUMIDITY: WIND: ROOSEVELT GARDENS SOUTHWEST BUILDING LINE - BUILDING I AUGUST 31, 2006 300 P.M. 4:00 P.M. LARSON DAVIS 820 SLM 1/2" RANDOM INCIDENCE M1C WINDSCREEN B&K 4230 CALIBRATOR TRIPOD WIND SPEED INDICATOR M1CRONTA THERMOMETERIHYGROMETER 86cf 65% 0-2 mph DAVY & ASSOCIATES, INC. Consultants in Acoustics L90: 32.9 L50: 39.4 L25: 44.0 L8: 47,9 L2: 51.2 LI: 52,6 LEQ: 43.2 LMAX.: 57.6 LMIN: 30.7 CNEL: 44.2 LDN: 44.2 @8/28/2@0713:E13 131E16435364 DAVY & ASSOCIATES PAGE 12 SITE MONITORING NOISE [ALYSIS JN2O06125 PROJECT: LOCATION: TEST DATE: START TIME: END TIME: EQUIPMENT USED: TEMPERATURE: RELATIVE HUMIDITY: WIND: ROOSEVELT GARDENS SOUTHWEST BUILDING LINE - BUILDING 2 AUGUST 3I,2006 4:00 P.M. 5:00 P.M. LARSON DAVIS 820 SLM 1/2" RANDOM INCIDENCE MIC WINDSCREEN B&K 4230 CALIBRATOR TRIPOD WIND-SPEED INDICATOR MICRONTA THERMOMETER/HYGROMETER 66°f 65% 0-2 mph DAVY & ASSOCIATES, INC. Consultants in Acoustics JL)l.. Li..J LVLIU lI'.JI IJL. Li I III Vi I I ill 'JIll JL.LJIIII I I l'.J, I LIV 'JVL. VLiJLi I LIL t Y of Carls'b a if` F. g CERTIFICATE OF COMI'LIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION 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 ROOSEVELT GARDEN APARTMENTS Building Permit Plan Check Number: PC 07 0048 (C13072204 Project Address: 2578 ROOSEVELT ST A.P.N.- 2031023300 Project Applicant (Owner Name): CARLSBAD REDEVELOPMENT AGENCY Project Description: 6 UNIT APT BUILDING Building Type: Residential: e76 NeDweIIing Units 4,890 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: L= Date: 9/24/2007 DISTRICTS WITHIN THE CITY OF CARLSBAD Vista Unified School District San Marcos Unified School District Carlsbad Unified School District 1234 Arcadia Drive 215 Mate Way 6225 El Camino Real San Marcos;CA 92069 (290.2649) Carlsbad CA 92009 (33 1.5000) Vista CA 92083 (726-2170) Contact: Nancy Dolce (By Appt. Only ncinitas Union School District San Dieguito Union High School District 10 South Rancho Santa Fc Rd 710 Enciuitas Blvd. Encinitas,-CA 92024 (944.4300 cxl 166) Encinitas, CA 92024 (753.6491) Certification of Applicant/Owners. The person executing this declaration ('Owne() 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 this declaration is authorized to sign on behalf the Owner. Signature: - Date: AOA _yuL LU L4JV4J 4 '.d4 4JL III '1 £ 4 '14 1I IIt1L4_U III I £444 11411 I 4141 S1 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 bi ç:ci jj-6-1 TITLE NAME OF SCHOOL DISTRICT DATE WALTER FREEMAN CARLSBAD UNIFIED SCHOOL DISTRICI' 6225 EL CAMINO REAL CARLSBAD, CA 92009 7-3o-o PHONE NUMBER 7i;Q- m-ccJccJ )ULU C.L)UU IIUPI U(.'t.)U III Ull I UI UflI.JLUflL) IflfL nu. I)L) VUC. U..).JU [.1 is —.i 'iir sii aii..i BuiId,nDepa!trneRt CERTIFiCATE OF COMPLIANCE PAYMENT OF SCHOOL FEES OR OTHER MITIGATION 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: ROOSEVELT GARDEN APARTMENTS Building Permit Plan Check Number: PC 07 0048 (Cl3072203) Project Address: 2568 ROOSEVELT ST A.P.N.: 2031023300 Project Applicant (Owner Name): SBAD REDEVELOPMENT AGENCY Project Description: 5U IT APT BUILDING Building Type: N Residential: 5 New Dwelling Units 3,965 Square Feet of Living Area in New Dwelling Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: a.2.u,.4.. -7t4 Date: 9/24/2007 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD San Marcos Unified School District Carlsbad Unified School District ") Vista Unified School District 215 Mata Way 6225 Fl Camino Real 1234 Arcadia Drive San Marcos, CA 92069 (290-2649) Carlsbad CA 92009 (33 1-5000) ) Vista CA 92083 (726-2170) Contact: Nancy Dolce (By Appi. Onl En! wftrr9rttoot-D'trfcr San Piegufto Union High School District 101 South Rancho Santa Fe Rd 710 Encinitas Blvd. Encinitas, CA 92024 (944-4300 ext 166) Encinitas, CA 92024 (753.6491) 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 this declaration is authorized to sign on behalf of the Owner. Signature: Date: JULOUUO IlL)l1 UUt III L.1I i ur '..r1r.)LorIu r nA l'LL). IOU UO. u.JUO 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 duty 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 WALTER FREEMAN NAME OF SCHOOL DISTRICT DATE PHONE NUMBER CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAL CARLSBAD, CA 92009 7-3o-ô. 7ôfll coc PC070048 2578 ROOSEVELT ST ROOSEVELT GARDEN CONDOS - 2 BLDG, 11 UNITS - - 'LANCK IL17"dw W1A - L ' -SOILS 57LM.711 enex3j p P d , j E1:P'\ - rc se..* cif I I 7 ? - • _____ HEALTh OEF TO PPUC fln i'i2 _____ ? (i 1127 Lk7L G C/ hltQ • 1D APPLICANT tA CFD FORM t ioi 'sir'P e (SHEET LLP1 S I I $p -FM CO -j3-- e c_ Al2- CAN flr 4 aA1-eL) S r •60 TD -- we c. (if67- al-vi • C4A^ 41J J 1c At tc Pt e (1OA LfltJ 5ejr-r E - - El City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-17-2008 Plan Check Revision Permit No:PCR08132 Building Inspection Request Line (760) 602-2725 Job Address Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 257ROOSEVELT ST CBAD PCR 2031023300 .Làt#: $0.00 Construction Type: NEW :: PC070048 ROOSEVELT GARDENS- DEFERRED TRUSS FOR BLD 2 ONLY Status: ISSUED Applied: 10/31/2008 Entered By: LSM Plan Approved: 12/17/2008 Issued: 12/17/2008 Inspect Area: Applicant: Owner: JOE CARTON SAN DIEGO HABITAT FOR HUMANITY INC 10222 SAN DIEGO MISSION RD 10222 SAN DIEGO MISSION RD SAN DIEGO 92108 SAN DIEGO CA 92108 6192473054 Plan Check Revision Fee ' '" $300.00 Additional Fees ..,. $0.00 Total Fees: $300.00 Total Payments To Date: $300.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date:. Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions,' You 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 oreviouslv been aiven a NOTICE similar to this. or as to which the statute of limitations has oreviouslv otherwise exoired. 'Carlsbad PC07-0048 (PCR08-132) 12/12/08 EsGil Corporation In Partners/1ip with government for Building Safety DATE: 12/12/08 0 ANT JURI JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: PC07-0048 (PCR08-132) SET: REV1, Set II PROJECT ADDRESS: 2578 Roosevelt St. PROJECT NAME: Roosevelt Gardens Apartment Complex, Deferred Trusses, Bldg #2 The truss 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. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI 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. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Mail Telephone Fax In Person LI REMARKS: By: Chuck Mendenhall Esgil Corporation EGA EMB LIEJ 1-1 PC Fax #: Enclosures: 12/5/08 EsGil Corporation In Partnersfiip with goernmentfortBui&fing Safety DATE: 11/6/08. JURISDICTION: Carlsbad PLAN CHECK NO.: PC07-0048 (PCRO8-132) PROJECT ADDRESS: .Q578 Roosevelt St. SET: REV1, Set I IJ APPLICANT U PLAN REVIEWER U FILE PROJECT NAME: Roosevelt Gardens Apartment Complex, Deferred Trusses El The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. El 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. LI 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: Joe Canon FAX 1-1 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: Joe Canon ( <' Telephone #: (619) 247-3054 Date contacted:,! ..Jo- (by: v- ) Fax #: (619) 516-5264 Mail Telephone Fax -' In Person LII REMARKS: By: Chuck Mendenhall Enclosures: Esgil Corporation II GA LI MB El EJ fl Pc 11/3/08 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad PC07-0048 (PCR08-132) 11/6/08 Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two 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 92008, (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 byEsGil Corporation is complete. The truss package submitted applies only to Building #2. Submit the truss package (roof layout, truss design and construction details) for Building #1. Please provide evidence that the engineer-of-record ,Richard Horowitz, has reviewed the truss calculation package prepared by Dixieland (i.e., a "review" stamp on the truss calculations ora letter). Section A106.3.4.1. The approved plans show the roof pitch at 4-1/2: 12. The truss package submitted for Building #2 shows the top chord pitch to be 5:12. submit revised plans to City of Carlsbad Planning for approval of the roof pitch change or submit truss design and details for the 4-1/2: 12 pitch as shown on the approved plans. END OF REVIEW 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. 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 Chuck Mendenhall at Esgil Corporation. Thank you. Carlsbad PC07-0048 (PCR08-132) 11/6/08 VALUATION AND PLAN CHECK FEE ( Deferred Trusses). JURISDICTION:. Carlsbad . PLAN CHECK NO.: PC07-0048 (PCR08-132) PREPARED BY: Chuck Mendenhall. .' DATE: 11/6/08 BUILDING ADDRESS: 2578 Roosevelt St. . BUILDING OCCUPANCY: Ri TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Trusses NA . Hrly Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code Icb By Ordinance Bldg. Permit Fee by Ordinance I I Plan Check Fee by Ordinance Type of Review: fl Complete Review Structural Only Repetitive Fee D Other: Repeats Hourly I 2.51 Hours * Esgil Plan Review Fee I $240.00 * Based on hourly rate . Comments: Sheet of 1 macvalue.doc PRO-Build N? ft -1 National Reach - Local Expertise j1J TRUSS DIVISION 2740 Tidelands Avenue S National City, CA 91950 Ph. 6197263-61.61 - Fax 619-477-6891 1-800-DIXIELINE (349-4354) fid9: Roosevelt Gardens; ::: •: CARLSBAD, CA : JOB #O8-2744BLIX3. : •': •: November 6, 2008 .. : : • : : • • : • • : •.• p.. • • • •fS ó • . p p , . . .. : ••. S. 11 TAYLOR HTK HOROWITZ KUSHKAKI STRUCTURAL ENGINEERS November 13, 2008 Job No. 07-117.00 Mr. Joe Carton Habitat for Humanity 10222 San Diego Mission Road San Diego, CA 92.108 5 RE: ROOSEVELT GARDEN TRUSSES Dear Joe, In our review of the trusses it was noted that trusses T03 and T09 were to be designed with 1,400 pounds Of axial load but the manufacturer's design did not include the axial load. To remedy this situation you will need to add 3/8" plywood to one side of each truss for the full length of the truss and nail with 8d at 6" on center. You will need to add vertical 2 x 4's at the plywood panel points. If you should have any questions please feel free to contact us. Sincerely Yours, HT7~~' R L NGINEERS Ric P.E. OESStO,p4 3-31 ci rincipa OF San Diego - 14288 Danielson St. • Suite 200 • Poway. CA 92064-8819 • (858) 679-8989 • Fax (858) 679-8959 Las Vegas - 2350 So. Jones • Suite 101 • Las Vegas, NV 89146 • (702) 505-8225 • Fax (702) 215-5801 MiTek MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 07-2744 Fax 916/676-1909 ROOSEVELT GARDENS The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by ProBuild National City Truss Yard. Pages or sheets covered by this seal: R29439485 thru R29439514 My license renewal date for the state of California is March 31, 2009. OF ' -' October 10,2008 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering jesponsibilityesojejX for the truss components shown. The suitability and use of this component for anyptie1r tiwildingis the . • ••. responsibility of the building designer, per ANSIJTPI-2002 Chapter 2. . • • • •S. ••. ••. •S. • • S • • • • S I S • • • S I S. • • • S • S S S • • •• S 5 •• S • • S • S. • • S ••• S S S • • • • • S S • S • • • • • S •• S 5 • • • S S•• • • S S. 5 • • • •5. S. • • • • • •SS •• Job Truss Truss Type Qty ROOSEVELT GARDENS R294394807-2744 T TO1 GABLE 11 Job Reference (ootionall r,vuu,Iu ii u, Pranul di r.#uiy, ..n, L/ea,i rrJIpeIa (.060 S Aug is 2=5 MIt eK lnauStnes, Inc. Thu OCt09 12:26:02 2005 Page 1 '0- I a-a-S I rs-0. I 1-6-0 4-8.6 4.0-10 4-0-tO 4-8.6 1-6-0 0mm • 1:52.7 =5 = mu— 6.9-0 8.9-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.10 6-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.32 6-8 >328 180 BCLL 0.0 * Rep Stress lncr YES INB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code lBC2006/1P12002 (Matrix) LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 95 lb TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 204 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 x 4 OF Stud/Std G 1G-0-0 oc bracing: 6-8. OTHERS 2 tt 4 OF Stud/Std G I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - [installation guide. REACTIONS (lb/size) 2=321/9-10-0, 6=381/2-6-0, 8=986/9-10-0, 12=77/9-10-0, 11=.7I9100, 10=77/9-10-0,9=-82/9-10-0 Max Horz2=68(LC 6) Max Uplift2=_161(LC 6), 6=-153(LC 7), 8=_181(1-C 6), 11=-7(LC 1), 9=-153(LC 2) Max Grav2=351(LC 10), 6o410(LC 11), 8=986(LC 1), 12=115(LC 2), 11=9(LC 7), 10146(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0139,2-3=_273/112,3-4=-50/295. 4-5=-41/293,5-6=-288/109, 6-7=0/39 BOT CHORD 2-12=-63/197,111-12=-63/1197, 10-11=63/197.9-10=63/197,8-9=63/197,6-8=-10/232 WEBS 3-8=-392/224, 4_8=461/172, 5-8=-431/208 NOTES Unbalanced roof live toads have been considered for this design. tfttlnd: ASCE 7-05; 90mph; TCDL=6.apsf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MIMRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. All plates are 2x3 MT20 unless otherwise indicated. Gable studs spaced at 1-4-0 oc. ,FESS/Q 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 toad 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. iiCO Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 2, 153 lb uplift at joint 6, 181 (!) ru lb uplift at joint 8, 7 lb uplift at joint 11 and 153 lb uplift at joint 9. C 0 433 This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSlPI 1. uJ rn LOAD CASE(S) Standard • • S 0 . S S S E 109 • . S • S S •• . S OF . •• ••S 'Octoer 10,2008 . S S S WARNJNCO - Verify dr.nigr. p eunetern rend flIt/SD NOTT58 ON flhlS A/SD INcLr.ml3o I IT KRItF8IOB C#PI0 IIJJ-8Ta Opp U,., I . Design voId for use only with Mitch connectors. This design is based only upon parameters shown, and is for on individual building comnent. S Applicability of design poromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown - I • Is tar lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility 01 the I M iTek erector. Additional permanent bracing at the overall structure Is the responsibility at the building designer. For general guidance regoridng 77;;:;::, Suite 109 tob,icatioR quality control, storage, delivery, erection and bracing, consult ANSt/TPl1 Quality Criteria. DSit-89 and 6011 BuUdlrW emponent Safety Information available from Truss Plate Institute, 583 D'Onotno Drive, Madison, WI 53719. . . • 1 itrn HihIs, CA, eseio S S S • • • • • •5 • • • S • • . S 5 • • • •S• S S 5. .5 S S • • • 555 •• Job Truss Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439486 07-2744 T01A QUEENPOST 1 1 Job Reference (optional) propulla I russ, national Uly, .,A, uean P,rpela 1.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:03 2008 Page 1 1.6.0 4-6.8 4-0.10 4-0-6 1-8-0 Dusts • 132.7 3,8w 3,8 0. 8'9-0 8-9-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr YES BCDL 10.0 Code 1BC20061TP12002 CSI DEFL in (icc) tidefi Lid PLATES GRIP TC 0.24 Vert(LL) -0.09 6-8 >999 240 MT20 220/195 BC 0.58 Vert(TL) -0.32 6-8 >653 180 VVB 0.22 Horz(TL) 0.05 6 n/a n/a (Matrix) Weight: 71 lb LUMBER BRACING TOP CHORD 2x4DFNo.2G - TOP CHORD Structural wood sheathing directly applied or 5-1-6 cc purtins BOT CHORD 2x4DFNo.2G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=873/0-3-8, 6=873/0-3-8 Max Horz2=68(LC 6) Max Uplift2=-233(LC 6), 6=-233(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=1413/410, 3-4=-1056/304, 4-5=-1056/304, 5-6=-1413/410, 6-7=0/39 SOT CHORD 2-8=270/1245,6-8=-270/11245 WEBS 38=375/186, 4-8=-701531, 5-8=_375/186 NOTES Unbalanced roof live loads have been considered for this design. tMnd: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2psf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 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 233 lb uplift at joint 2 and 233 lb uplift at joint 6, This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. LOAD CASE(S) Standard . . . . : : •.• •., ••. •5I . a 10,2008 WRNflW3' 'Ier'1J9j denign p usntews Ins ri I0I0Afl NOTES ON fliP AND INCLUDED M1f3K PPF(1DMclrPAl0 DJ')67P I3lO9J0 US, • I. Design void for use only with Mitek connectors. This design is bored only upon parameters shown, and Is for on individual builing corrionent. • • I • Applicability of design poromenters and Proper incorporation at component is responsibility at building designer - not truss designer. Bracing shown I is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibIlity, of the I Mi lek' erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding I tabrication. quotty control, storage, delivery, erection and bracing. consult ANSI/It'll Quality Criteria, 858-89 and BCSI1 ButIdtempenent safety Info available from Truss Plate Institute. 583 D'Onolno Drive, Madison, WI 53719. • • . • I 7777 Greenback Lane, Suite 109 . . 'citss Hilohts, CA, 95610 S. • • • - . I S • • • S • • • • IS. • • I I • • • • I • • .. • . . I • ••• •• ,oF ESSi0 - ( CO46d 7 * OFESSi S. UJ .CO4433 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439487 07-2744 T01B QUEENPOST 1 1 Job Reference loobonall lrobutl0 Truss, National City, CA, uean cttpela 7.060 s Aug 6 2008 MiTeic Industries, Inc. Thu Oct 09 12:26:03 2008 Page 1 1.8-0 4-8-6 4-0.10 4.0-6 sme 3/awl 35= 3*s 8-8-0 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.29 TCDL 14.0 Lumber Increase 1.25 BC 0.59 BCLL 0.0 * Rep Stress Incr YES WB 0.22 BCOL 10.0 Code IBC2006/TPl2002 (Matrix) DEFL in (lc) tidefi Lid PLATES GRIP Vert(LL) -0.09 6-7 >999 240 MT20 220/195 Vert(TL) -0.34 6-7 >612 180 Horz(TL) 0.05 6 n/a n/a Weight: 68 lb LUMBER BRACING TOP CHORD 2x4OFNo.2G TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins BOT CHORD 2x4DFNo.2G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=879/0-3-8,6=75110-3-8 Max Horz2=82(LC 6) Max Uplifl2=-234(LC 6), 6=-149(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2a0/39, 2-3=-1429/427, 3-4=-10721321, 4-5=-1074/323, 5-6-1438/448 BOT CHORD 2-7=-330/1260,6-7=-357/1285 WEBS 3-7=-3751186, 4-7=-88/538, 57=402/215 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL6.Opsf; BCDL=4.2p5f; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.33 - This truss has been designed for a 10.0 psf bottom chord live toad 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 234 lb uplift at joint 2 and 149 lb uplift at joint 6. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. LOAD CASE(S) Standard • • .1 • . . S I ••• • :' • I 15 •• 000 ••• /October 10,2008 • us •I. Vet -0 51eni9,s poosetonn and Ricer) NOTIIS ON Tiiia AND 1NCbIJDED 1dITI4K RRPIIRB CM'4L? IIJJ- Si73 EEöO15J? u45 Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building comlonent. S • Applicability of design paromenters and proper incorporation at component is responsibility at bdlding designer- not truss designer. Bracing shown tobdcolivn. quality control. storage. delivery. erection and bracing. consult ANSIflPII Quality Criteria, DSB-89 and BCSIT 8elldl omponen ;:::e Suite 109 MiTek 777 is tar lateral support of individual web members only. Additional temporary bracing to insure stability d,j,ing construction is the responsibility of the erector. Additional permanent bracing at the overall structure is the responsibilly of the building designer. For general guidance regarding Safety Information available from Truss Plate Institute. 583 0'Onotno Drive, Madison. WI 53719. . • • • • • • 1 ilr I-l5hls. CA, 95810 S • . 5 S S S • • •• S • • • S • • • •I. • • S. 5 • • S S • • • • S '55 •• Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439488 07-2744 T01C QUEENPOST 1 1 Job Reference (ostignal) Probulict truss, National UltY, UA, uean cilpela 7.050 n Aug 62008 MiTek IndustrIes, Inc. Thu Oct 09 12:26:05 2008 Page 1 140 4-8.6 4410 4.0.10 4-8-6 Sorle 3l8-1 4,55 = 3u411 wew 3,411 8.9.8 12.5.10 17.0.0 4.8.6 40-10 4-0-10 4.8.6 LOADING (psi) SPACING 2-0-0 CSI DEFL in (toc) [(deli Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.27 8-9 >769 180 BCLL 0.0 * Rep Stress Incr NO Vt/B 0.65 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code lBC2006/TPl2002 (Matrix) Weight: 86 lb LUMBER TOP CHORD 2x4DFNo.2G BOT CHORD 2x6DFSSG WEBS 2 x 4 DF Stud/Std G REACTIONS (lb/size) 6=1832/0-3-6, 2=1959/0-3-8 Max Horz 2=86(LC 5) Max Upiif116=-784(LC 18), 2=-869(LC 15) Max Grav6=2202(LC 9), 2=2329(LC 10) BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-10-Soc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-4511/1680. 3-4=-2969/1011. 4-5=-2969/1003, 5-6=-4548/1720 BOT CHORD 2-9=-156414059,8-9=-105413596,7-8=-1047/3631. 6-7=-1510/4094 WEBS 3-9=-109/609, 3-8=-111091310.4-8=-338/1604,5-8=-1 149/345. 5-7=-113/628 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p51; h251t; Cat. It; Exp C; enclosed; MNFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLa1.60 plate grip DOL1.33 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 784 lb uplift at joint 6 and 869 lb uplift at joint 2. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. This truss has been designed for a total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-6-0 for 102.9 p11. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) ReguIar. Lumber lncrease=1 .25, Plate tncrease=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-68, 2-6=-146(1`=_126) • . . 04 I g o S. 040~3 To " dOtober 10,2008 . • • • •• •• ••. S.. w.0RNrNr3 . V-ifiJ design per ssvnsntors on, nit ttfsAfl NO TI OW T111/3 AND INCL.IFDED WTTEK REFFRENCiPp.4 6 t!li.o7a nio,eq u4. : Design valid for use only wilts MiTek connectors. This design Is baled only upon parameters shown, and is for on individual building component. S Applicability of design poramenters and proper incorporation 01 component is responsibility of building delgne- not truss designer. Bracing shown I Welk" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the resporrslbitily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding bobrtcotionr. quality control storage. delivery, erection and bracing, consult AN5111911 Quality Criteria. 059-89 and SCS11 Balldlrrjenrpanee • I Suite 109 safety Intermatlon available from Irrirs Plate Institute. 583 O'Onolno Drive. Modison, WI 53719. • • • 000 . - Ci1r#s H4ohts, CA, 95810 £ - •''li • - . . . . . • S •IS 55 •• • • • S • • .. S • • • • 5 • • 5 /Otober 102008 i. as . Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439489 07-2744 102 CAL. HIP 1 2 . Reference (optionall rluouu I 1-1.555, 5'IdUuIrdI 1..55y, 5..?,, 5)0855 r.I5pnId (.0505 Aug 62008 MITeS Industries, Inc. Thu Oct 09 12:26:06 2008 Page 1 I I 3.11.5 I 7.6-I I 50.6.2 I 18-11-12 23-2.8 I I 30'8- 33-11.8 I I 1.8-0 3.51-5 3-6-12 3-3-5 6-2-10 6-2.10 3-3-1 3.6-12 3.11.5 1.8.0 sos. 559.9 354w 34 = 1.4= 4s7 5' I5 55 ID 557 = 3.8= 354 = 65141205Y59= 594= 356= I 3.51.5 I 7.8.1 I 53.10-7 3.11.5 3.8.12 8.4.8 20.1.1 28.3.11 36.7 30-0-3 I 612-10 6-2.10 0-1.12 3-6.12 33.11.8 3-11-5 Plate Offsets (XY): [20-2-4,Edgel, 13:0-3-2,0-1-121, [7:0-3-2.0-1-121,18:0-2-4. Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.37 11-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -1.16 11-13 >348 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WE 0.40 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code 1BC2006/TP12002 (Matrix) Weight: 282 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G . TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except BOT CHORD 204 DF No.2 G 2-0-0 oc purlins (3-5-2 max.): 3-7. WEBS 204 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. REACTIONS (lb/size) 2=3432/0-3-8, 8=3432/0-3-8 Max Horz2=-60(LC 6) Max Uplitt2=-889(LC 3), 8=-889(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-7849/2191, 3_4=_7094/2036, 45=9547/2746, 5-6=-9547/2746, 6-7=-7094/2036, 78=7849/2191, 8-9=0/39 BOT CHORD 2_14=1957I7184, 1314=_2502l8715, 12-13=-2915/10095, 12-15=-2915/10095, 11-15=-2915/10095, 10-11=-2498/8715, 8-10=-1950/7184 WEBS 3-14=-394/1967,7-10=-394/1967.4-14=-2363/778,4-13=-207/1211, 5-13=-805/378, 5-11=-805/378, 6-11=-207/1211, 6-10=-23631778 NOTES 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4- 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f: h=25ft; Cat. II; Exp C: enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 889 lb uplift at joint 2 and 889 lb uplift at joint 8. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard AN6lIPl 1. • Girder carries hip end with 7-7-13 end setback. 0 - S • • • Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 533 lb down and 289 lb up at 6-3-1 and 533 lb down and 289 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsilitf of oters. S • ! ! • S •• ••• LOAD CASE(S) Standard Continued on page 2 - •'2&n,eI0s,rIsxrrorms,menseseronwaws.rvsM WARNING - Vorvt3j dnwsgss psns'onserier'n and READ NOTES ON FliRt AND INCL,IJDBD 147710k RPFE?RIOM B'4(?I3 IIj7*73 1510501* LJS1 5 Design valid for use only with MiteS connectors, this design Is based only upon parameters shown, and is for on individual building component. • S Applicability of design poromentess and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown erector. Additional permanent bracing of the overall structure the responsibility of the building designer. For general guidance regarding is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibIlity of the WOW I Puns. fabrication, quality conlrol, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. D56-89 and &csui BuIIdlss 3ompeners1 • • • 4 777 Greenback Lane, salle 109 Safety Into rmatIon available from Truss Plate Institute. 583 D'Onomo Drive, Madison, WI 53719. : • • . . lt,s l'tehts, CA, 95610 S • . - S. '.: : • • •• S S • Si 00• S. Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439489 07-2744 102 CAL. HIP 1 Job Referen (optional t'rouuua truss, iasionai ury, uean r,llpera LOAD CASE(S) Standard 1) Regular Lumber Increased .25, Plate Increase=1.25 Uniform Loads (plf) Vert: 13=_68, 3-7=_159, 7-9=-66, 2-8e_47(1`=-27) Concentrated Loads (lb) Vert: 3=-533 7=-533 I.uou S Aug 0 zuuij MI I eK lnaustnes, inc. I flu OCt US 120Ub uuo 1-age S • S • •• ••• 0• : : •.s • • : • ••. . I •• • SI. S • S S S ! f5 •.s •. Anrifij dnd d READ NOTES ON fluE AND rNCLUDBD M,rs3K REpRRctN1RpSE JI4471 oi'oB uE : Design valid for use only with MEek connectors. this design is bored only upon parameters shown. and is for an individual builng co4onent. • • Applicability of design paromenters and proper incorporation at component is responsibility of building designer. not truss designer. Bracing shown I Mile k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responrib(Iity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSlI111`I1 Quality criteria. DSB•89 and scsii BuIldlompoises 7777 Gm bacts Lane sIte 109 Safely Irstermaflon available from Truss Plate Institute. 583 DOnatno Drive. Madison. WI 53719. • • • 5 lCiltSs NIghts, CA, 95810 S. • : : • 1 •5 • S I I . • • . : : ..: • • IS Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439490 07-2744 T02A CAL HIP 1 1 Job Reference (optionall ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 Milek Industries, Inc. Thu Oct 09 12:26:07 2008 Page 1 6-61 24.5-7 26.6.5 i.e 1-6-0 4.16.5 4-6-12 14.11-6 4-6-12 4-11-5 640 55515 • 160.7 354 = 4s7 557 15 64 13 3s6 12 II 557 = 3*6 = 5*7 II esu = 5*7 II mu = 941 9-6-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (bc) Wdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.26 14-15 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.74 2-15 >547 180 BCLL 0.0 * Rep Stress lncr NO WB 0.72 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code lBC2006/TP12002 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except BOT CHORD 2 x 4 DF No.2 G Except 2-0-0 oc purlins (3-0-3 max.): 4-7, 12-14: 2 x 6 OF No.1&Btr G, 9-13: 2 x 4 OF No.1&BIr G BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. WEBS 2 X 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1753/0-3-8,9=1753/0-3-8 Max Harz 2=_71([-C 7) Max Uplift2=-334(LC 6), 9re_334(1-C 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 23=3556/905, 3-4=-3289/804, 4-5=-29851781, 5-6=-3705/944, 6-7=-2984/780, 78=3288/804, 89=.3557/906, 9-10=0/39 BOT CHORD 2-15=-720/3219, 14-15=-720/3705, 13-14=-715/3660, 12-13=-719/3702, 11-12=-720/3705, 9-11 =-7221321 9 WEBS 3-15=-222/173, 4-15=-122/825, 7-11=-122/828, 8-11=-223/175.5-14=0/293,6-12=0/291, 515=.1077/211, 6-11=-1081/212 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2ps1; h025ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right esposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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, with BCDL = 10.opsf. 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 334 lb uplift at joint 2 and 334 lb uplift at joint 9. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 10 lb up at 14-6-6, and 50 lb down and 10 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-7=-68, 710=68, 2-14-20, 13-14-60, 12-13-60, 9-12-20 Continued on page 2 S. CID LU co442 T. 10,2008 WARNING - Vw-iJ1j design pmrs*n,ctes-.n m,s ci R16A0 N07TilS ON 71If$i AND INCLUDED 1877TsK RRPGRENCIil PAGE MII-74T3 BEFORE USIil Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability of design paramenters 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 responsibillity of the M ilek' erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding I nseos*as*ss tabricalionn, quality control, sloroge,'detivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. DSO-89 and BCSIT Building Component Safety Information available from Truss Plate Institute. 583 O'Onotno Drive, Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439490 07-2744 T02A CAL HIP 1 1 Job Reference (optional) ProBuilO Truss, National City, CA, Dean tcilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:07 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=-50(F) 12=-50(F) WAJU'YNO' VnlfiJ dwrsigjn pmnamete,m rurdi READ NOTES ON TIES AND INCLUDED I.ffTi'2cRIitPIdRLtNCB FAGS 1471-7470 BEFORE (1511. -_ Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability at design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lolerot support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility at the Milek erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding tobrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPIt Qealtty Criteria. DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute. 583 D'Onolno Drive. Madison, WI 53719. 7?77 Greenback Lane, Suite 109 Job Truss Truss Type Qly Ply ROOSEVELT GARDENS R29439491 07-2744 T02B CAL HIP 2 1 Job Reteren (oslionall ProBuild Truss, National City, CA, Dean Kitpeta 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:08 2008 Page 1 .143-0 4.11-5 9-6-1 24.5.7 2941-3 53.11-0 35,0-9 1-6-0 4.11.5 4-6-12 14.11-6 4-6-12 4.11.5 1-6-0 55010 • 160.7 055 — U Sn 50 cnn sq ii 557 = 350 = 557 It 850 = Sri It 350 = 9.6.1 24.5.7 33-11.8 9.6-I 14-11.6 9.9.1 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.83 TCDL 14.0 Lumber Increase 1.25 BC 0.76 BCLL 0.0 Rep Stress Incr NO WB 0.77 BCDL 10.0 Code lBC2006Pt2002 (Matrix) DEFL in (lc) I/deft Lid PLATES GRIP Vert(LL) 0.33 14.16 >999 240 MT20 220/195 Vert(TL) -0.76 14-16 >529 180 Horz(TL) 0.22 ii fl/s We Weight: 165 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except BOT CHORD 2 x 4 OF No.1&Btr G *Except* 2-G-0 oc purlins (2-11-6 max.): 4-8. 14-16:2 x 6 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS 2 t( 4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1818/0-3-8, 11=1818/0-3-8 Max Horz2=-60(LC 7) Max Uplift2=-418(LC 6), 11=-418(LC 7) FORCES (Ib)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-3710/1649, 34=.3468/1657, 45=.69/0, 4-18=-3159/1762, 6-18=-3159/1762, 6-7=-3886/2001, 7-19=-3158/1762, 8-19=-3158/1762, 8-9=-69/0, 8-10=-3468/1657, 10-ii=-3710/1649, 11-12=0/39 BOT CHORD 2-17=-11398/3357, 16-17=-1612/3886, 15-16=-i 598/3838, 14-15=-1610/3882, 13.14=_1612/3886, ii-13=-1398/3358 WEBS 3-17=-186/137, 4-17=-123/840, 8-13=-124/843, 10-13=-186/138, 6-16=0/329, 7-14=0/325, 6-17=-114.4/308, 7-13=-i 145/308 NOTES Unbalanced roof live loads have been considered for thisdesign. Wind: ASCE 7-05; 90mph;'TCDL=6.opsf; BCDL=4.2psf; h=25fI; Cal. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. This buss 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, with BCDL = io.opsf. 1oFESSi0 A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing capable of withstanding 418 lb uplift at joint 2 and 418 lb uplift at joint ii. plate S. nA <c- This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical does depict the the the along the top and/or bottom chord. purlin representation not size or orientation of purlin Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 10 lb up at 14-6-6, and D ri•t 50 lb down and 10 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LLi C 04 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). EX .3- * * LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 14=-68, 4-5=--68, 4-18=-28,18-119=-68, 8-19=-28, 8-9=-68, 8-12=-68, 2-16=-20,15-16=-60,14-15=-60,11-14=-20 OFC Continued on page 2 tober 10,2008 WARJrITMS- Verify drmigus psnrososeteiw cvsc( WIMP NOTES ON TiffS AND INC MID LTD 291113K IL17 fOR I7NC1L PAGB 2911-74 Ta SITPORW TILTS - -- Design voId for use only wllh Mirek connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability at design paromenlers arid proper incorporalion at component is responsibility ot building designer- not lruss designer. Bracing shown Is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing at the overall structure is the responsibility 01 the building designer. For general guidance regarding lobricolion, quolity control, storage, delivery, erection and bracing, consult ANSI/sPit QualIty Criteria, DSB-89 and BCS11 Building Component Safety Information ovolable tram Truss Plate Instilule. 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lufle, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439491 07-2744 T02B CAL HIP 2 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:08 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=50(F) 14=-50(F) WARI'ilFrtG ' Vvr-iftj dwsi9n po'oeretwrro rurd Isrs,4n M)7'IyS ON YYIJS AND INCLUD2D MITIiK ILsFeTInf?NCI3 P4010 M71'747D IOEFORI? USE.I Design valid for use only with Mitek connectors. Ihis design is bored only upon parameters shown, and is loran individual building component. Applicability at design paramenlers and proper Incorporation of component is responsibility at 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 01 the MiTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -- fabrication, quality control, storage ,ru delivery, erection and bracing, consult ANSI/SPIt oeotlly Criteria. DSB-89 and BCSIt BuildingComponent Safety Information available from Tss Plate Institute. 583 D'Onotno Drive, Madison, WI 53719. 7777 Greenback t,are, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439492 07-2744 T02C CAL HIP 2 1 Job Reference (onisonall ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:09 2008 Page 1 I 6-11-5 1 1-6-I 13-ill-ill 19.11.13 2.8_j' 27.0.3 53.11.8 1.8.0 6.11.5 6.6-12 0-5-I0 6-0.2 0-5-10 6.8-12 6-11-5 1-8-0 S60o :60.7 457= D3ll 2X3 11 457= 547 = IS 14 In 34 II ' II 111110 rl 505 - DOS II 5016 = 3.4 = sore b3 II 6.6-12 6-11-6 6-6.12 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.26 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.65 11-12 >619 180 BCLL 0.0 Rep Stress lncr NO WB 0.55 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code 1BC20061TP12002 (Matrix) Weight: 169 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except - BOT CHORD 2 x 4 DF No.2 G *Except* 2-0-0 oc purlins (3-2-6 max.): 4-7. 12-14: 2 x 6 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. WEBS 2 x 4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=175210-3-8.9=175310-3-8 Max Norz2=92(LC 6) Max Uplift2=-364(1-C 6), 9=364(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-3548/888, 3-4=-2949/775, 4-5=-2688/769, 5-6=-26931768, 6-7=-2689/769, 7-8=-2951/776, 8-9=-3552/888, 9-10=0/39 BOT CHORD 2-15=-689/3181, 14-15=-690/3185, 14-16=-467/2693, 13-16=-467/2693, 13-17o-467/2693, 12-17=-467/2693, 12-164-689/3190 1118=_691/3188, 9-11=-689/3184 WEBS 3-15=0/217, 3-14=-607/239, 4-14=-122/986, 7-12=-122/978, 8-12=-608/239, 8-11=0/218, 5-14=-500/252, 6-12=-488/264 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MVVFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 - Provide adequate drainage to prevent water ponding. - This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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, with BCDL = 10.opsf. 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 364 lb uplift at joint 2 and 364 Its uplift at joint 9. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPl 1. Graphical purlin representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 10 lb up at 13-6-11, and 50 lb down and 10 lb up at 20-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 S. CO ILLI Of C 04243 % p9 1* Op c 102008 Nhjj dnsiyps pmsorne8-cs rasrdRlL8l) NOTES ON TillS AND INCLUDED MJTTsKRBPRIBITNCBPAGII I471-74713 1313F0R2 US!?. Design valid for use only with MiTek connectors, this design is bored only upon parameters shown, and is for on individual building component. I Applicability of design poromenters and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown is tar lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I MiTek' erector. Additional permanent bracing at the overall structure is the responsibility at the building designer. For general guidance regarding I tabricolion, qualify control. storage. delivery, erection and bracing. consult ANStITPI1 Quality Criteria, 056-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onolno Drive, Madison, WI 53719. 7777 Greenback Lane. Salle 109 Citrus Helehls. CA. 95810 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439492 07-2744 102C CAL HIP 2 1 Job Reference lootionall ProBuild Truss, National City, CA, Dean Kilpata LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-4=-68,4-7=-68,7-10=-68.2-16=20,16-17=-60, 9-17=-20 Concentrated Loads (lb) Vert: 14=-50(F) 18=-50(1`) 7.060 a Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:09 2008 Page 2 WAJTNJyJG - Ves-s'fvj denign pw,'onseter an d REM) MTSS OP TTIIR AND INCLUDED MITEK flit!' i?Mili PACE 11411-7473 1J13PORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is to, on individual building component. Applicability at design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tar lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillily, at the erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding tob,tcation, quality control, storage. delivery, erection and bracing, consult ANSlITPt1 Quality Criteria, DSB-89 and 5CSI1 Building Component Solely Information available from truss Plate Institute, 583 D'Ooofno Drive. Madison, WI 53719. MiTek 7777 Greenback Lane. Suite 108 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS 107-2744 T020 CAL HIP 2 1 R29439493 Job Reference (optional) riuDuulu it UOO, i'idiuijuidi L1L7, 5.,tv, LJedii Nipala 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:09 2008 Page 1 I 6.11.5 13-6-1 13-PI-01 10-11.13 - 14-54 27.0.3 33-1I-a I --° I 1-6-0 6-il-S 6-6-12 0-5-10 0.0.2 0-5.10 6-6.12 6-1I-5 1-6-0 5500 • 160.7 4014m e 3-211 Ti - -. 3r4I1 ' " 0'" IS 5s7 553 II OslO = 34 = Sole = 553 II 0- 13-0-1 6-11-5 6.0-12 205-i 77.0-3 33-iS u-rrO 6-6-12 6-11.5 Plate Offsets MY): 120-2-4,Edgei, Fl i:0-2-4,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.29 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.73 13-14 >556 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code tBC2006/TP12002 (Matrix) Weight: 175 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 C TOP CHORD Structural wood sheathing directly applied or 2-7-12oc purlins, except BOT CHORD 2 x 4 OF No.2 C *Except* 2-0-0oc purlins (2-11-1 max.): 4-9. 14-16: 2 x 6 OF No. 1&fttr C BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. WEBS 2 ti 4 DF Stud/Std C Mi'l'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1817/0-3-8, 11=1818/0-3-8 Max Horz2=81(LC 7) Max Uplift2=448(LC 6), 11 =448(!-C 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12=0/39, 2-3=-3710/1668, 3-4=-3129/1636, 4-6=-69/0, 45=2860/1755, 5-18=-287511810,18-19=-2875/181 0, 7-19=-2875/1810, 7-9=-2861/1755, 8-9=-69/0, 910=3i31/1636, 10-11=-3713/1669, 11-12=0/39 BOT CHORD 2-17=-1404/3329, 16-17=-140513333,16-20=-1 34412875, 1520=_1344/2875, 1521=1344/2875, 14.21=1344/2875, 114-22=-1404/3338, 13-22=-1406/3336,111-113=14104/3332 WEBS 3170/212, 3-16=-604/205, 4_16=493/1083, 9-14=-492/1075,10-14=_605/210,10-13=0/213, 5-16=-585/443, 7-14=-573/440 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL6.Opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10.0p5f. 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 448 lb uplift at joint 2 and 448 lb uplift at joint 11. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 10 lb up at 13-6-11, and 50 lb down and 10 lb up at 20-6-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ii) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Continued on page 2 10,2008 Wii-I'ilNG - Verify sk.0igri p rirnrvtmvn arid P5IMD NOTES OW TillS JIM) 1&CLUDIOD MTITSK flIP li-fWNCII PAGTi Mll-747'J lOu-PORE Ui-ui-. Design void for use only wilh Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability 01 design poromenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown los lateral support of Individual web members only. Additional temporary bracing 10 insure stability during construction Is the responsibtity, of the I M ilek' erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing. consult ANSt/TPt1 QualIty Criteria, 055-89 and BCSt1 Building Component I Safety Information ovoloble from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane. Suite We Job Truss sType Oty Ply ROOSEVELT GARDENS R29439493 FCAL 07-2744 TO2D HIP 2 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpeta 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:10 3008 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-68, 4-6=-68, 4-18-28, 18-19=-68, 9-19=-28, 8-9=-68, 9-12=-68, 2-20=-20, 20-21=-60, 11-21=-20 Concentrated Loads (lb) Vert: 16=-50(F) 22=-50(F) £wARNtwo - V.m-iffj amigo p rrn,oter and REAl) NOTES 071 77110 AND INCL,tJDjitL) MTTIitKREPflRFJJC.S PAGE MII.74 713 I3I3FORR ijsic — Design votd for use only with Miteic connectors, this design is based only upon parameters shown, and is for on Individual building component. Applicability at design poramenters 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 resporatbillity, at the M iTek erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPIl Quality CriterIa. DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotno Drive, Madison. WI 53719. 7777 Greenback lane. Suite 109 Job Truss Trusslype City Ply ROOSEVELT GARDENS ---J R29439494 07-2744 - - -- -- T02E COMMON 1 2 Job Reference (ootonall Prottuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:10 2008 Page 1 -18-0 1 6-1-I Il-a-? 18-i 1.12 fl-S-I 27-15.7 33-51.8 14-0 8-I-1 5.5.5 5.5.5 5-5-5 5.5.5 e-i-, 354 = Sssle: 3116I' .t7" 070- H 4*5 = *0 *5 14 3.4 11 13 12 01. = = We = 3*0 4*54 = 3*0 = 4*5 = 8-2-0 UZI LOADING (pst) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.89 TCDL 14.0 Lumber Increase 1.25 BC 0.99 BCLL 0.0 Rep Stress Incr NO WB 0.45 BCOL 10.0 Code 1BC2006/TP12002 (Matrix) LUMBER TOP CHORD 2 x 4 OF No.2 G *Except* 7-11:2 x 4 OF No.1&Btr G BOT CHORD 2 x 4 OF No.2 G *Except* 11-14:2 x 4 OF No.1&Btr G, 13-15:2 x 6 OF No.1&Btr G WEBS 2 x 4 OF Stud/Std G REACTIONS (lb/size) 11=417010-3-8,2=206210-3-8 Max Horz2=126(LC 6) Max Upliftl 1 =_962(LC 7), 2=-488(LC 6) DEFL In (lc) Vdefl Ud PLATES GRIP Vert(LL) -0.26 12-13 >999 240 MT20 220/195 Vert(TL) -0.52 12-13 >783 180 Horz(TL) 0.10 11 n/a n/a Weight: 340 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-120c purlins. BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2.3=_4287/1261 3.4=_3974/1169, 4-5=-3888/1186, 56=_3535/1140, 6-7=-4221169, 78=321/140, 8-9=-3751/1201 9-17=-5763/1750.10-17=-6277/1846, 1011=8186/2383, 68=.3009/983 BOT CHORD 216=_1085/3888, 15-16=-883/3416, 14-15=-814/3278, 13-14=-830/3345, 12-13=-1164/4368,11-12=-2044/7i 12 WEBS 3-16=-400/233, 5-16=-61/403,0-12=-597/2192,10-12=-22611785, 6-15e-151/552,8-13=448/1576, 5-15=-258/236, 9_13=_2119/651 NOTES 2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc, 2 x 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 x 4- 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCOL6.opsf; BCOL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL= 1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 962 lb uplift at joint 11 and 488 lb uplift at joint 2. This truss is designed In accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 14-6-6, and 50 lb down and 15 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss does not include any time dependant deformation for long term loading (creep) in the total toad deflection. The building designer shall verify that this parameter fits with the intended use of this component. d eSandard W8J7NING - Vor-ify dnvig,s par.srssetes-s and READ NDT308 OK TillS AND INCLUDED ,.rrTrKnnprrryrrNcp 1'AGLO M11-74771 oroPoinz? IFSIc Design solid for use only with Mittel, connectors. This design is baled only upon parameters shown, and is loran individual building component. Applicability of design pasomenters 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 Milek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding o 'O tobricofion. quality control, storage, delivery. erection and bracing. consult ANSI/TPI1 Quality Criteria, 056-89 and BCSI1 Building Component Safely tnfmnsssflon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Oty Ply ROOSEVELT GARDENS R29439494 07-2744 T02E COMMON 1 2 Job Reference (ootionall ProBuild Truss, National City, CA, Dean Kilpeta LOAD CASE(S) Standard 1) Regular: Lumber increased .25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-6=-68, 6-7-68, 7-8=-68, 8-17=-68, 2-11=-20 Concentrated Loads (lb) Vert: 15=-50(F) 13=-50(F) Trapezoidal Loads (pit) Vert: 17=355(F=287)to_1 1 =_428(Fo360) 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:10 2008 Page 2 WARNING . Vrdjij deigcr pmrossreimw an di READ NOTRS ON T1IIr3 AND INCLUDED I0TATK RPJvRRIINCR P4GB MIJ.74TJ hEEDFUl USE MIN Design void for use only with MOnk connectors, this design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters on, proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Milek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r.en labrtcotion. quality control, storage, delivery, erection and bracing, consult ANSI/1P11 QualIty Criteria, [1511-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrro Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS P29439495 07-2744 T02F COMMON 5 1 Job Reference (oplional) ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:112008 Page 1 am 5.5.5 5.5.5 5.5.5 5.5.5 6.1-1 354 = Seib: 3,16w1' 31 16 15 14 3.4 11 53 52 3510 = 354 = 5r18 = 356 = suM = 344 = 45 = 8-9.12 8-2-8 8.20 6.9.12 Plate Offsets KY): 12:0-10-6,0-0-101, 17:0-2-0,Edgel, 111:0-10-2,0-0-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.24 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.41 12-13 >977 180 BCLL 0.0 Rep Stress lncr NO WB 0.35 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code 1BC2006/TPl2002 (Matrix) Weight: 170 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. Except: BOT CHORD 2 x 4 DF No.2 G Except 1 Row at midpt 6-8 13-15:2 x 6 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-8-14 oc bracing. WEBS 2 ti 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/Size) 11=152810-3-8,2=1650/0-3-8 Max Horz2=126(LC 6) Max Upliftll=-324(LC 7), 2=-388(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-3287/965, 3-4=-2964/876, 4-5=-2886/893, 5-6=-2384/804, 6-7=-286/132, 7-8=-286/131, 89=2383/803, 9-10=-2986/915, 10-11=-3299/994,6-8=-1939/672 BOT CHORD 2-16=-812/2952, 15-16=-597/2434, 14-15=-488/2157, 13-14e_491/2180, 12-13=-603/2440, 11-12=-844/2982 WEBS 3-16=-384/228, 516e91/516, 9-12=-117/541, 10-12=-399/244, 6-15=-159/584, 813=_160/583, 5-15=-612/227, 9-13=-622/227 NOTES Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2ps1; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 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 324 lb uplift at joint 11 and 386 lb uplift at joint 2. ESS,t0 This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. S. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 14-6-6, and 50 lb down and 15 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .) This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer (3 til shall verify that this parameter fits with the intended use of this component. C 04 ITt In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * EX LOAD CASE(S) Standard 1) Regular: Lumber lncrease=1 .25, Plate Increased .25 Uniform Loads (plo 3. Vert: 16=_68, 6-7=-68, 78=68, 8-11=-68, 2-11-20 Al Continued on page 2 C'cto'er 10,2008 WARNING - V.n,-rifij digsr juasonurte rend RP-417 NOM OW 71115 AND INCLUDED 141 F13K 1?RPRJT8NCE PACE 117I1-7473 BEFORE USE -- Desigrs valid for use only wilh Mifek connectors. This design is; based only upon poromelers shown, and is for an Individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiflhly of the M ilek erector. Additional permanent bracing of the overall structure is the responsibifity, of the building designer. For general guidance regarding tobrtcolion. quality control, storage, delivery, erection and bracing, consult AN5tfTPl1 Quality CriterIa, DSB'a9 and BCSI1 Building Component Solely Intossrrallon available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 159 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439495 07-2744 T02F COMMON 5 1 Job Reference (ostiortaI) ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:11 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (ID) Veil: 15-50(F) 13-50(F) WARNTNt7- Ve,-rifj dnign par nnseB,s.s Sn,, d REAr) NO'I'ISS ON TTJIE AND 1NCL1102D 14(TEk REP gluiNG 13 PAGE MU'747J nEFoluit (J,513 I Design valid for use only with Milek connectors. This design is bored only upon parameters shown, and is for on individual building component. I Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown l tam lateral support at Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" Additional erector. Additioot permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding I I I I tobricotion quality control, storage delivery, erection and bracing. consult ANSIITPI1 Quality Criteria, 059.8? and BCSt1 8srfldtrsg Component 7777 Greenback Lane, Suite 109 Safety Information available from t'njss Plate Institute, 583 D'Onotno Drive, Madison. WI 53719. Citrus t-fershts, CA, 95610 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439496 07-2744 T02G COMMON 1 2 Job Reference lootionall ProBuild Truss, National City, CA, Dean Kilpeta 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:12 2008 Page 1 I ''u 6-1.1 11.8.7 10.11.12 22-5-1 "'° 33.11.8 '.6.0 6.1.1 5.5.5 5.5.5 5,5,5 5.5,5 6-1.I Sorts 1.59.0 6 IS ru 13 12 nr7 3sr2MT200 = 3x12Ml200 = 8-912 10-ll-r2 75.1.1, 33.11.5 6.9.12 8-2-0 8-2-0 8-912 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.00 1 fIr 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) 0.03 1 fIr 120 MT20H 165/146 BCLL 0.0 Rep Stress lncr YES V//B 0.29 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code tBC2006ITPt2002 (Matrix) Weight: 340 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 x 4 OF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 13-15:2 x 6 OF No. 1&BtrG 10-0-0 oc bracing: 11-12. WEBS 2 x 4 DF Stud/Std G REACTIONS (lb/size) 11=1508/33-11-8, 2=397/33-11-8, 16=560/33-11-8, 12=2870/33-11-8, 15=720/33-11-8, 13=240/33-11-8 Max Horz2=126(LC 16) Max UpIift11=783(LC 19), 2=550(LC 16), 16=.984(LC 16), 12=_1562(LC 19), 15=-718(LC 17), 13=592(LC 18) Max Gravll=1933(LC 27), 2=822(LC 28), 16=1422(LC 28), 12=3737(LC 27), 15=1260(LC 10), 13=785(LC 11) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 23=_1269/1124, 3-4=-471/576, 4-5=-288/564, 5-6=-627/901, 6_7=-547/387, 78=506I386, 89=_605/877, 9-17=-431/1337,10-17=-517/951, 10-11=-2578/1442,6-8=-40/503 BOT CHORD 2-16=-1043/1058, 1516=_745/698, 14-15=-589/423, 13_14=-531/476, 12-1 3=_919/671, 1112=1148/192O WEBS 3-16=-461/252,5-16=-1083/1068. 9-12=-2056/1281, 1O-12=_2490/852, 6_15=_399/131, 8-113=294/98,5-15=-87111756, 913=637/802 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ,,,, SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 1)2-ply truss to be connected together with lOd (0.131 x3 ) nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 x 4- 1 row at 0-9-0 oc, 2 x 6-2 rows at 0-9-0 oc. Webs connected as follows: 2 x 4- 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MWRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. All plates are 3x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psI bottom chord live toad nonconcurrent with any other live loads. 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 783 lb uplift at joint 11, 550 lb uplift at joint 2, 984 lb uplift at joint 16, 1562 lb uplift at joint 12, 718 lb uplift at joint 15 and 592 lb uplift at joint 13. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 3600 lb. Lumber DOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-11-8 for 106.0 pIt. representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING' Yisv'sjij design par nsetcns and READ NOTTOR ON 37118 AND INCLUDED 14TrFKREPI3RCNCII PAGE 1411- 7473 BEFORE usic J Design valid for use only with MiTek conneclor,. This design is based only upon parameters shown, and is loran individual building component. Applicability of design poramenlers and proper incorporation at component Is responsibility 01 building designer - not truss designer. Bracing shown I Is to; lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibtlily 01 the I WOW erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding I labrication. quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Qualify Criteria. DSB'89 and SCSI] Building Component I Safety irstormatlon available from Truss Plate Institute, 583 D'Onotno Drive, Madison. WI 53719. 7777 Greenback Lane. Suite 109 9,oF ESS, co IX CO46d3 *\ h OF 10,2008 Job Truss Truss Type Oty Ply ROOSEVELT GARDENS R29439496 07-2744 T02G COMMON 1 2 Job Reference (ostionall ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:13 2008 Page 2 NOTES Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 14-6-6, and 50 lb down and 15 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. This truss does not include any time dependant deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate tncrease=1.25 Uniform Loads (plO Veil: 1-6=-68, 6-7°-68, 7-8e-68, 8-17=-68, 2-11=-20 Concentrated Loads (lb) Veil: 15e-50(F) 13=-50(F) Trapezoidal Loads (pit) Veil: 17o355(F=_287)to11o428(F=_360) WARNING VmnjiJ dnigrs pms'no,etrsw nn d RItA!) NO'iTS ON T'IIIS AND Th'CL tIDED !'57715K RRPlT1l1tNcS PAGE MII.74T,3 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is to, on individual building component. I Applicability of design poromenler, and proper incorporation 01 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 I M ilek erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding eoor fabrication. guotly control. storage, delivery, erection and bracing. consult ANSI/TPt1 Quality Criteria. DSB-89 and BCStt Building Component Safety Information available from Truss Plate Institute. 583 D'Onotno Drive, Modison, Wt 53719. 7777 Greenback Lane, suite 109 Job Truss Truss Type Qty Ply 07-2744 T02t-t COMMON 3 1 R29439497 JROOSEVELIGARDENS ob Reference (optional) ubs, National City, s..w, Dean l\npe'a 7.060 s Aug 62008 Milek Industries, Inc. Thu Oct 09 12:26:13 2008 Page 1 I .6-0 84 16-I 1-12 I 27-ID.7 33-51.9 I 35.5-8 I 1.6.0 6-1.1 5-5.5 5-5-5 5-5-5 5-5.5 9.1.1 1-6.0 314 = Srekl 1:64.9 1,,,,rEr 9s5 1 34411 3410 = 344 = 5n15 = 346 = suru = 314 = 445 = 9.9-12 8-2-0 8.2-0 8.9-12 Plate Offsets (X,Y): 12:0-10-6,0-0-101, I7:0-2-0,Edael, 112:0-10-6,0-0-101 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.24 17-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.41 17-18 >981 180 BCLL 0.0 Rep Stress lncr NO WB 0.34 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code 1BC20061TP12002 (Matrix) Weight: 172 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 C TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. Except: BOT CHORD 2 x 4 DF No.2 C *Except* 1 Row at midpt 6-8 15-17:2 x 6 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2 x 4 OF Stud/Std C MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1647/0-3-8, 12=1647/0-3-8 Max Horz2=112(LC 6) Max Uptift2=_388(LC 6), 12=405(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 23u.3279/958, 34=2957/868, 4.5=.2879/885, 5-6=-2376/794, 6-7=-286/132, 7-8=-287/132, 8.9=.2375/795, 9-10=-2880/885, 10-11=-2957/868,11-12=-3280/958,12-13=0/39, 68=_1930/663 BOT CHORD 2-18=-761/2945, 17-18=-545/2427, 1617=_435/2150, 15.16=_437/2171, 14-15=-545/2427, 1214=761/2946 WEBS 3.18=_384/228, 5-18o-92/516, 9-14=-92/517, 1114=_384/228, 6-17=-158/584, 815=157/581, 517=_613/228, 9-15=-612/219 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed'; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 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 388 lb uplift at joint 2 and 405 lb Uplift at joint 12. This truss is designed in the 2006 International rt3F ES S10 accordance with Building Code section 2306.1 and referenced standard ANSIITPI 1. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) device(s) be or other connection shall provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 14-6-6, and V0 50 lb down 15 lb and up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . 4f This truss does not include any time dependant deformation for long term loading (creep) In the total load deflection. The building designer 0 rfl shall verify that this parameter fits with the intended use of this component. LIJ C 04 rr In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard - * EX 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 16=68, 6-7=-68, 7-8=-68, 813=68, 2-12=-20 1 -. Continued on page 2 ' Gctob'er 10,2008 -- WARN(M3 . Vn,'yji,, dnnig,s pwr-,nnsnte,-.9 and ,01cAt) )VOTES ON T1118 AND INCLUDED mrrl3pera(FCRnNCB PAGE 5121-7473 BITFORLT 012112 Design valid for use only with MErck conneclors. this design is based only upon parameters shown, and is to, an individual building component. - Applicability at design poromenlers and proper incorporation of component is responsibility at building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure slability during construction is the responsibility of the M ilek erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding -- fabrication. quality Control, storage, delivery. erection and bracing, consult ANSI/Trul Qualify Criteria, 059-89 and BCSI1 Building Component Safety Information available from Truss Plate Instilute, 583 D'Onotno Drive. Madison. WI 53719. 1777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply ROOSEVELT GARDENS R29439497 07-2744 102K COMMON 3 1 Job Reference (optionalI ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:13 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 17=-50(F) 15-50(F) WARNING . Verify dergn pms'nrnntw ae d ff1040 NO TIOS ON 11110 AND INCLUDED MITEN If10I'BRIsWCB PAGE ME 7473 IJIOFORB (lOLl — Design valid for use only with Mitek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters 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 WOW erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/7Pl1 Quality Criteria. 0SB-89 and BCSIl eeltdtng Component Safety Infermatten available from Truss Plate Institute, 593 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439498 07-2744 1021 CAL HIP 1 1 Job Reference Ippitonalt ProBuild Truss, National City, CA. Dean Kilpeta 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:14 2008 Page 1 4-7.13 5-7.9 24.1.15 28-8-11 1 s-s-o 38-2.0 4-7-13 4.6.12 14.11-a 4.6-12 4.11-5 1.6-0 Smln 1:57.7 3s4= 4.7 *sr - IS ii 17 755 - Il II SIll 318 = 517 It 818 = 517 II 3*8 = 314 = 14-11.6 8-6-1 1.5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) lldefl Ud PLATES GRIP TCLL 20,0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.26 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0,70 12-14 >569 180 BCLL 0.0 * Rep Stress Iner NO Vt/B 0.74 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code lBC2006/TPI2002 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc puffins, except BOT CHORD 2 x 4 DF No.2 G *Except* 2-0-00c purlins (3-0-7 max.): 3-6. 12-14: 2 x 6 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-4-9 oc bracing. WEBS 2 x 4 DF Stud/Std G FMiTek recontrn.nds that Stabilizers and required cross be SLIDER Right 2x -G 2-2-11 installed during truss erection. in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1623/0-3-8,9=1742/0-3-8 Max Horz 1 =-85(1-C 7) Max Upliftl=-250(LC 4), 9=-333(1-C 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3411/898, 2-3=-3212/805, 3-4=-2913/780, 4-5=-36571940, 5-6=-2959/782. 6-7o-3254/804, 7-8=-3444/898, 8-9=-3514/879 9-10=0/39 BOT CHORD 1-15=-712/3060,14-15=-716/3657,13-14=711/3611, 12-13=-716/3654,11-12=-716/3657, 9-11=-711/3180 WEBS 2-15=-1321170, 3-15=-127/805, 6-11=-119/796, 7-11=-209/164, 4-14=0/303, 5-12=0/284, 4-15=-11081213, 5-11=-1053/207 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=4.2psf; ho25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOLo1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. This truss has been designed for a live toad 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, with BCDL = 10,opsf. QOFESS/Q A plate rating reduction of 20% has been applied for the green lumber members. Provide truss bearing 250 lb 1 333 lb mechanical connection (by others) of to plate capable of withstanding uplift at joint and uplift at joint 9. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. < r Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 10 lb up at 14-6-6, and ()rn 50 lb down and 10 lb up at 19-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility Of others. C 04 3 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E -09 * - * LOAD CASE(S) Standard 1) Regular: Lumber lncreaseo1.25, Plate lncreasee1.25 Uniform Loads (p8) Vert: 1-3=-68, 3-6=-68, 6-10=-68,1-14=-20, 13-14=60,112-113=-60. 9-12-20 OF \ Continued on page 2 ctotter 10,2008 WARraNtS- V.mifij dnsiyj*'s prnran.et,.'o med IU5AD N072S ON 17118 AND INCIAIDRD 14rrs'JCRIitI'80R111dC13 PAOIT 1*171-74753 I3EJ'ORIB U$lt I Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is loran individual building component. I Applicability of design paromerrters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for fo1erof support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlity of the I Milek' erector. Additional permanent bracing 01 the overall structure is the responsib45ly of the building designer. For general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/SPit Qualify Criteria, DSB-89 and BCS11 Building Component bl Safety Information availae from Truss Plate Institute. 583 D'Onolrro Drive. Madison. WI 53719. 7177 Greenback Lane. Suite 109 Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439496 07-2744 1021 CAL HIP 1 1 Job Reference tootionalt ProBuild Truss, National City. CA, Dean Kilpela 7.060 a Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:14 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=-50(F) 12=_50(1`) WJlRNTNr3 Verijj dvvrgrs psnorrm ond I?IOAD NOTIS ON 77110 AND ffiT:L.tJDED 141r1tk1sttppRrsNcB PAGB 51117473 IJEP000 tfslc Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is [or on individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the I MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I newea fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPI1 Qenitly Criteria, 058.89 and OCt11 Building Cerrspenesrt I Safety Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Cttrsss HeinhI5 CA 95610 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439499 07-2744 T02J CAL. HIP 1 Job Reference (potionalt ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 09 12:26:15 2008 Page 1 3.7.15 7.2-9 10.5.10 1 16.04 22.10-14 28.1.15 26.6.11 33-- 20-2-0 0-7.13 3-6-12 3.3.1 6-2-10 6-2-10 3.3.1 3-6-12 3-11-5 Sail • 57.0 0-7 = 354= 354 = 457 356 = 3X4= 6*14MT20HWe 34 = 356 = 3*4 = 3.7.13 3.7-13 7-2-9 15.6.15 3-6.12 64-6 js.5.g 6.2.10 2643 6.2.10 28.1115 3-1-12 79.0.11 52.6.0 p3.8.0 3-6-12 2.11.5 1-0-0 Plate Offsets (XV): 11:0-0-6,0-1-21,12:0-3-2,0-1-121,16:0-3-2,0-1-121, 18:0-1-7,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (100) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.35 11-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.10 11-13 >366 180 MT20H 165/146 BCLL 0.0 * Rep Stress Incr NO WS 0.41 Horz(TL) 0.30 6 n/a n/a BCDL 10.0 Code 16C2006/TP12002 (Matrix) Weight: 286 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-1-30c purtins, except BOT CHORD 2 x 4 DF No.2 G 2-0-000 purlins (3-5-13 max.): 2-6. WEBS 204 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-1-50c bracing. SLIDER Right 2 x 4 DF Stud/Std -G 3-7-10 REACTIONS (lb/size) 1=3308/0-3-8,8=3406/0-3-8 Max F-torz 1=-75(LC 6) Max Uptiftl=-636(LC 3), 8=-882(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-7630/2158, 2-3=-6870/1996, 3-4=-9376/2708, 4-5=-9446/2722, 5-6=-6881/1981, 6-7=-7525/2137, 7-8=-7624/2123, 8-9=0/39 - BOT CHORD 1-14=-1917/6961, 13-14=-2462/8523, 12-13=-2883/9950, 12.15=.2883/9950, 11-15=-2883/9950, 10-11=-2484/8638, 8-10=-1898/6974 WEBS 2-14=-40511992,6-10=-421112023. 3-14=-2406/786, 3-13=-213/1242,4-13=-840/387, 4-11=-745/364, 5-11=-197/1177, 5-10=-2533/831 NOTES 1)2-ply truss to be connected together with lOd (0.1315x3") nails as.foltows: Top chords connected as follows: 204- 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. - Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. ()FE S1 Wind: ASCE 7-05; 90mph; TCDL=6.apaf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MRS (!orise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. plates plates All are MT20 unless otherwise indicated.CO 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 toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit w in 6433 between the bottom chord and any other members. - )* )1 A plate rating reduction of 20% has been applied for the green lumber members. - *09 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 lb uplift at joint 1 and 882 lb uplift at Joint 6. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Girder carries hip end with 7-7-13 end setback. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 533 lb down and 289 lb up at 26-3-11, and 533 lb down and 289 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on oaae 2 tober 10 2008 LOAD CASE(Sr Standard WARNING - Va-ify dewign porr.5010tes and READ NO7Vd3 ON 77118 AND INCLUDED I4TTOOK REPRJWNCB PAGIS Il111-747'J I3ISFORL? USE. Design valid for use only with Mirek connectors. This design is baled only upon parameters shown, and Is for or, individual building component. Applicability of design paromenlers and proper incorporation at component is responsibility at building designer - not truss designer. Bracing shown I I MiTek* is tar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding I mars tabrfcalion, qualify control, storage, delivery. erection and bracing, consult ANSt/tPtl Qualify Criteria. DSB-89 and BCSI1 Building Component Safely Information available from Truss Plate Institute, 583 0'Onmolno Drive, Madison. WI 53719. 7777 Greenback Lone. suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439499 07-2744 T02J CAL. HIP 1 Job Reference (ootionafl ProBuild Truss, National City, CA, Dean Kilpeta LOAD CASE(S) Standard 1) Regular. Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (pIt) Vert: 1-2=-68.2-6=-159.6-9=-68,1-8=-47(F=-27) Concentrated Loads (lb) Vert: 2=-533 6=-533 7.060 s Aug 62008 Milelc Industries, Inc. Thu Oct 09 12:26:15 20053 Page 2 WARNING . V.m'rlfg deus!gn presvrneet.rr's rend RI!AJ) NOTES ON flitS AND INCLUDED MITI!K RITFI3RCWCE PACE 1411- 7473 BEFORE USE. ff Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenlers and proper incorporation of component Is responsibility of building designer' not truss designer. Wooing shown V IS for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiltty, of the M iTek erector. Additional permanent bracing of the overall structure Is the responsibility 05 the building designer. For general guidance regarding tobncotion. qualify control, storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB.89 and BCSI1 Building Component 7777 Greenback Safety Irstoimaflon available from Truss Plate InstilvIe, 583 D'Onotno Drive. Madison, WI 53719. 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439500 07-2744 103 GABLE 1 1 Job Reference (ootional) ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 62008 Milek Industries, Inc. Thu Oct 09 12:26:15 2008 Page 1 6.e 5-u." -8-0 5m 123.3 5-4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 IC 0.49 TCDL 14.0 Lumber Increase 1.25 BC 0.10 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code lBC2006/TP12002 (Matrix) DEFL in floc) 1/defi L/d PLATES GRIP Vert(LL) 0.07 5 nfr 120 MT20 220/195 Vert(TL) 0.17 5 rt/r 120 Horz(TL) 0.01 4 n/a n/a Weight: 48 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 OF No.2 G . BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. OTHERS 2 x 4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=517/11-5-6, 4=517/11-5-6, 9=29/11-5-6, 8=29/11-5-6, 6=56/11-5-6, 7=7/11-5-6, 11=56/11-5-6, 10=7/11-5-6 Max Horz2=-52(LC 7) Max Uplift2-216(LC 6), 4=-216(LC 7) Max Grav2=517(LC 1), 4=517(LC 1), 9=59(LC 2), 8=59(LC 2), 6=112(LC 2), 7=15(LC 2), 11=112(LC 2), 10=15(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-3=-544/271, 3-4=-544/271, 4-5=0/39 BOT CHORD 2-11=-126/426, 110-1111=-1126/426,9-110=-126/426, 8-9=-126/426,7-8=-1126/426, 6-7=-11261426.4-6=-126/426 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.33 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. All plates are 2x3 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 psI bottom chord live toad nonconcurrent with any other live loads. OF ESS * 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 216 lb uplift at joint 2 and 216 lb uplift at joint 4. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSt/TPI 1. LU 46433 LOAD CASE(S) Standard *. ri:og 10,2008 reaJ?NTNtT- Ve,-ifly design pwnsoseter-s toss ci 1ilLAD NOTITS ON TffI7J AND INCLUDED M1T1K REFF.R1bVCir PAGE MI1-7473 BEORRUNF.I Design valid lot use only with Mifek connectors. This design Is baled only upon parameters shown, and is for on Individual building component. I Applicability of design poromenlers and proper incorporation at component is responsibility at building designer -not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing Ia insure stability during construction is the respors,ibflhify of the I M iTek* erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regordng I fabrication, quality control, storoge, delivery. erection and bracing. consult ANSIITPi1 Quality Criteria, DSB-89 and SCSI 1 Building Component I Safety Information available from Truss Plate Institute. 583 D'Onolno Drive. Madison, WI 53719 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439501 07-2744 T03B COMMON 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 62008 MiTek Industries, Inc. Thu Oct 0912:26:162008 Page 1 3-2-4 26-7 2.6-7 3-2-4 455 = S.I. 111.6 3-2-4 2.6.7 2-6-7 3-2.4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.46 TCDL 14.0 Lumber Increase 1.25 BC 0.72 BCLL 0.0 Rep Stress Incr NO WB 0.79 BCDL 10.0 Code IBC2006lTPI2002 (Matrix) LUMBER TOPCHORD 2x4DFNo.2G BOTCHORD 2x6DFSSG WEBS 2 x4 OF Stud/Std G REACTIONS (lb/size) 1=2345/0-3-8, 5=5290/0-3-8 Max Horz 1=30(LC 6) Max Uptiftl=-546(LC 6), 5=-1257(LC 7) DEFL in (lc) lldefl Lid PLATES GRIP Vert(LL) 0.08 6-7 >999 240 MT20 220/195 Vert(TL) -0.20 6-7 >676 180 MT20H 165/146 Horz(TL) 0.04 5 n/a n/a Weight: 107 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5195/1865, 2-3=-5026/1836, 3-4=-5008/1829, 45=9664/3467 BOT CHORD 1-8=-1681/4757, 7-8=-1681/4757, 6-7=-3155/8863, 6-9=-3155/8863, 5-9=-3155/8863 WEBS 2-8=-23163, 2-7=-168/97, 37=1298/3602, 4-7=-4764/1746, 4-6=-1330/3875 NOTES 1)2-ply truss to be connected together with lOd (0.131"x3") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 x 6 - 2 rows at 0-3-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-7-0 oc. Except member 7-2 2 x 4 - 1 row at 0-9-0 oc, member.7-3 2 x 4 - 1 row at 0-9-0 oc, member 7-42 x4- 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wnd: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 All plates are MT20 plates unless otherwise indicated. 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 546 lb uplift at joint 1 and 1257 lb uplift at joint 5. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPl 1. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3308 lb down and 1187 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate lncrease=1.25 Continued on page 2 102008 WARNING Vedfy d.roign prnanurtruro rnsd READ NOTES ON TiffS AND INC L,rJDI4D r.rmspc RI1PERISNCR PAGE 14117473 III3PORE US B. —_ Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability at design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support at individual web members only. Additional temporary bracing to insure stablily during construction is the responsibIlity, of the M ilek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. siorage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria. 056.89 and BCSIi Building Component Safety information avatobie from Truss Plot; institute, 583 D'Onolno Drive, Madison, WI 53719. 7777 Greenback Lone, Suite 159 Job Truss Truss Type Qly Ply ROOSEVELT GARDENS R29439501 07-2744 T03B COMMON 1 Job Reference (ootisnal) ProBuild Truss, National City, CA, Dean Kilpela LOAD CASE(S) Standard Uniform Loads (p8) Vert: 1-3=-68.3-5=-68.6-9=-20,5-9=-832(F=-812) Concentrated Loads (lb) Vert: 6=4308(F) Trapezoidal Loads (pIt) Vert: 1=-20-to-6=-384(F=-364) 7.060 sAug 62008 Milek Industries, Inc. Thu Oct 0912:26:162008 Page 2 WAJfts'INO- Vm-iJJ dnsign pmonswtero smsd flITAD NDTITS ON MIS AND INCLIJIJITV ICrTOTK )VTI'ITRBNCB PAGB 14117473 BIZFORf? USE.JI Design void for use only with Muck connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenten and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far tolerot support of individual web members only. Additional temporary bracing to insure slabTity during construction is the responsibility of the I M iTek erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/IPIl Quality Criteria, DSB-89 and BCSI1 BuIldIng Component Safety Information available from Truss Plate institute. 583 DOnofno Drive, Madison, WI 53719. 7777 Greenback Lane. SunS 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439502 07-2744 T04 GABLE 1 1 Job Reference (ootionall ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:16 2008 Page 1 5.6.0 5.4.0 5.4.0 1:fl.2 EM 3.4 = 3*4= 5-4-0 54.0 Plate Offsets (X,Y): 13:0-2-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/den Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.05 5 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.13 5 n/i 120 BCLL 0.0 * Rep Stress Iner YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 46 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2 x 4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. OTHERS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=490/10-8-0, 4=490/10-8-0, 9=30/10-8-0, 8=30/10-8-0, 6=57/10-8-0, 7=-2/10-8-0, 11=57/10-8-0, 1O=-2/10-8-0 Max Horz2=50(LC 6) Max Uptift2=-206(LC 6), 4=-206(LC 7), 7=-3(LC 2), 10=-3(LC 2) Max Grav2=490(LC 1), 4490(LC 1), 9=60(LC 2), 8°60(LC 2), 6114(LC 2), 11 114(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-502/255, 3-4=-502/255, 4-5=0/39 BOT CHORD 2-11=-i 15/392, 10-11=-i 15/392, 9-10=-115/392, 8-9=_115/392, 7-8=-115/392, 6-7=-115/392, 4-6=-115/392 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25ft: Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber 00L1.60 plate grip DOL=1.33 Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the féce), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSl/TPI 1-2002. All plates are 2x3 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. oFESsl This truss has been designed for a live toad 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 206 lb uplift at joint 2, 206 lb uplift at joint 4, 3 lb uplift at joint 7 and 3 lb uplift at joint 10. LU Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard EX 10,2008 WARP4yJVU - W.w'iJ cknig,s pavanset.rw ned ItISett) IYOTrm ON TillS AND INCLUDED MITISKREPDRBIJCB PAGIS MIJ-7473 J3ISFOJ?1? UStC ff Design valid for use only with Muck corrneclors. This design Is based only upon parameters shown, and is for on individual building component. I Applicability 01 design poramenlers and proper Incorporation 01 component is responsibility of building desger - not truss designer. Bracing shown Is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, at the M ilek' erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance regarding I tobricolion. quality control. storage. delivery, erection and bracing. consult ANStITPl1 Quality Criteria, 055-89 and BCSPF Building component 7777 Greenback lane. Salle lOt I Safety Into rrnatten. available from tress Plate Institute, 583 DOnolno Drive, Madison. WI 53719. rr*, u*k,nu n.e Scala Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439503 07-2744 T04A COMMON 5 1 Job Reference (optional) t-'rOldullO I russ, National Ult, UA, uean Icilpela lOSt) s Aug 5 2005 Wei( Industries, Inc. I flu Oct U9 12:25:1! 200e t"age 1 140 5-4-0 5-4.0 140 522.2 =5 = 5-4= 254= LOADING (pat) SPACING 2-0-0 CSI DEFL in (lc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.02 4-6 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.07 4-6 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code 1BC2006/TP12002 (Matrix) PLATES GRIP MT20 220/195 Weight: 37 lb LUMBER TOP CHORD 2x4DFNo.2G BOT CHORD 2x4DFNo.2G WEBS 2 x 4 OF Stud/Std G REACTIONS (lb/size) 2=572/0-3-8,4=572/0-3-8 Max Horz 2=50(LC 6) Max Upbift2=-175(LC 6), 4=-175(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12=0/39, 2-3=-630/166, 34=630/166, 4-5=0/39 BOT CHORD 2-6=-31/506, 4-6=-31/506 WEBS 3-6=0/255 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Milek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live toads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCOL=4.2p5f: h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 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 toad 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 175 lb uplift at joint 2 and 175 lb uplift at joint 4. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 102008 WARNING - Vm-iJlJ dndgo pas'annnt.r'a and REM) NO TEE ON 77lfS ANI) IWCLUlE3D f4TTEK REFERENCE PAGIS MII-7473 flE.FORI? (ISIS. ME Design valid 101 use only with MiTch connectors. this design is bored only upon parameters shown, and Is for on individual building component. Applicability of design poran-senlers and proper incorporolion of component is responsibility of building designer - not ln.,ss 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 M lie k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding seem fobsicalion. quality control. storage. delivery, erection and bracing. consult ANSVTPI1 Quality Criteria. DSO-89 and BCStl BylIne9 Component Solely Information available tram Truss Plate Institule, 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane, Sale 109 C.irflw Wninhrn flA 04010 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439504 07-2744 105 COMMON 2 1 Job Reference (ootionall ProBuitd Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 Milek Industries, Inc. Thu Oct 09 12:26:17 2008 Page 1 4.3.5 3.7.9 3.7.9 4.3.5 455 = 5559 128.5 7.10.1 4 I rs.5.12 7.10.54 7.10.14 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 IBC2006/1P12002 CSI TC 0.22 BC 0.74 WB 0.20 (Matrix) DEFL in (lc) tldefi Lid Vert(LL) -0.09 1-6 >999 240 Vert(TL) -0.29 1-6 >645 180 Horz(TL) 0.04 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 60 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-2-150c purtins. 801 CHORD 2 x 4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=683/0-3-8.5=683/0-3-8 Max Horz 1=42(LC 6) Max Uplift1=136(1-C 6), 5=136(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1308/452, 2.3=_966/300, 3.4=966/300, 4-5=-1308/452 BOT CHORD 1.6=371/1167, 5.6=371/1167 WEBS 2.6=371/249, 3-6=-124!497, 4-6=-3711249 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 .33 This truss has been designed for a 10.0 pat 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 Ill 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 136 lb uplift at joint 1 and 136 lb uplift at joint 5. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. OfESS,0 LOAD CASE(S) Standard X! X 10,2008 WARNND . Vet-if desigss presonurtm send READ M)3ES ON TIffS AND INCLUDJTD 14 TKREFERITME PAGE MfI.7475 BEFORE (5813. 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 poromenters 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 01 the I M ilek' erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding I tabrtcalion. quality control storage. delivery erection and bracing. consult ANSI/TPII Qrsattly Criteria, 058-89 and BCSI1 Building component llfl Greenback Lane. Suite 109 Safety InformatIon available from Truss Plate Institute. 583 D'Onotno Drive, Madison, WI 53719. us,wrs na ocern Truss Truss Type Oty Ply ROOSEVELT GARDENS R29439505 07-2744 T05A COMMON 6 1 Job Reference (ootionalt ProBuitd Truss, National City, CA, Dean Kilpela 7.060 s Aug 62006 MiTek Industries, Inc. ThU CIO 09 12:26:10 20053 -'age 1 16-0 4.3.5 3.7.9 3.7.9 4-3-5 1.60 Ssa6 130.0 6-5 = 7.10-14 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 14.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code lBC2006/TP12002 (Matrix) LUMBER TOP CHORD 2x4DFNo.2G BOT CHORD 2x4DFNo.2G WEBS 2 x 4 DF Stud/Std C 7-10-14 DEFL in (lc) 1/defl L/d PLATES GRIP Vert(LL) -0.09 2-8 >999 240 MT20 220/195 Vert(TL) -0.29 2-8 >649 180 Horz(TL) 0.04 6 n/a n/a Weight: 64 lb BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=799/0-3-8.6=79910-3-8 Max Horz 2=-64(LC 7) Max Uplift2=-218(LC 6), 6=-218(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1255/386, 3-4=-932/265, 4-5=-932/265, 5-6=-1255/386, 6-7=0/39 GOT CHORD 2-8=-253/1097, 6-8=-253/1097 WEBS . 3-8=-326/203, 4-8=_86/481, 58=326/203 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf: BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (tow-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.33 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. * 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 218 lb uplift at joint 2 and 218 lb uplift at joint 6. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSt/TPI 1. LOAD CASE(S) Standard S. ç oF ESSi Co ( C04643. *\ 05;r -09 1* A OF 10,2008 wAillNrNr3 - Ve,-iJij dmsig,s paranarrinl'.n —d READ M)TES ow 1711S AND INCLUDED I4TTEK 3pEpEi?ENCE PAGE IMP 747Z] 05P0175 Ices. I Design valid for use only with MOck connectors, this design is baled only upon parameters shown, and is loran individual building component. I Applicability at design paromenlers and proper incorporation of component is responsibitty, of building designer - not truss designer. Bracing shown Is for lateral support at individual web members only. Additional temporary bracing to insure stability during construc lion is the responsibility, of the i MiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I tabrication. quality control, storage, delivery, erection and bracing. consult ANSI/SPIt Quality Criteria. DST-89 and BCStt Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Inslilule. 583 D'Onofno Drive, Madison. WI 537t9. Citrus HnmatstS CA 95610 Job Truss Truss Type all Ply ROOSEVELT GARDENS R29439506 07-2744 T06 GABLE 1 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpeta 7.060 a Aug 62008 MiTek Industries, Inc. Thu Oct 0912:26:192008 Page 1 5-10-13 5-10-13 Owls 123.5 3,4 = 380= 355= 5-10-13 5-10-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.08 5 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.20 Vert(TL) 0.19 5 n/r 120 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code lBC2006/TP12002 (Matrix) Weight: 50 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-0-140c purlins. BOT CHORD 2 x 4 OF No.2 G BOT CHORD Rigid Ceiling directly applied or 6-0-00c bracing. OTHERS 2 x 4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=529/11-9-10, 4=529/11-9-10, 9=30/11-9-10, 6=30/11-9-10, 6=56/11-9-10. 7=11/11-9-10, 11=56/11-9-10, 10=11/11-9-10 Max Horz2=53(LC 16) Max Uplift2=-600(LC 16), 4=-600(LC 19) Max Grav2=909(LC 11). 4=909(LC 10), 9=60(LC 2), 8=60(LC 2), 6=111(LC 2), 7=21 (LC 2), 11=111(LC 2), 10=21 (LC 2) FORCES (ID) - Maximum Compression/Maximum Tension TOP CHORD i-2=0/39,2-3=-1540/1117,3-4=_1540/1117, 4-5=0/39 BOT CHORD 2-11=-963/1301, 10-11=-597/935, 910=_376/714, 8-9=-218/556, 7-8=-3761714, 6-7=-597/935, 4-6=-963/1301 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Wind: ASCE 7-05; 90mph; TCDLe6.opsf; BCDL=4.2psf; h25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOLo1 .33 Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. All plates are 2x3 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 toad 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 600 lb uplift at Joint 2 and 600 lb uplift at joint 4. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. This truss is designed in the 2006 International Building Code section 2306.1 and referenced standard ANSl/TPl 1. accordance with This truss has been designed for a total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-9-10 for 152.5 plf. EX LOAD CASE(S) Standard 10,2008 WADNTNG . Vify deiyps pmnan,nt.nw e,,d REAL) Nt)TTTS ON TIIIO AND INCLUDED Ir1hTToK flrrpcntwcs PAGE MII'74TJ OI3FORLx USE. I Design valid for use only with Mtlek connectors. This design is bored only upon parameters shown, and is loran Individual building component. I Applicability of design paramenlero and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown I for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I MiTek' erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. for general guidance regarding I fabrication, quality control storage, delivery, erection and bracing, consult AN5IfTPI1 Quality Criteria. DSB'8? and BCSI1 Building Component I Safety tnfo,malien available from Truss Plate Institute. 583 D'Onotno Drive, Madison, Wt 53719. 7777 Greeebads Lane. 5u05 109 -- Wvlshft rA 05gm Job Truss Truss Type City Ply ROOSEVELT GARDENS R29439507 07-2744 T06A GABLE 1 1 Job Reference loglionall Pro8uild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:20 2008 Page 1 5-10-13 5-10-13 14.0 ucnle. 1:23.6 = LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.51 TCDL 14.0 Lumber Increase 1.25 BC 0.41 BCLL 0.0 * Rep Stress Incr YES tA/B 0.12 BCDL 10.0 Code 1BC2006/TPl2002 (Matrix) LUMBER TOP CHORD 2x4DFNo.2G BOT CHORD 2x4DFNo.20 WEBS 2 x 4 OF Stud/Std G REACTIONS (lb/size) 2=62210-3-8.4=622/0-3-8 Max Horz2=53(LC 16) Max uplift2=-565(LC 16), 4=565(LC 19) Max Grav2=1002(LC 11),4=1002(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1666/1O11, 3-4=-1666/1O11, 4-5=0/39 BOT CHORD 2-6=-813/1364, 4-6=-813/1364 WEBS 3-6=0/284 DEFL in (lc) I/deft Ud PLATES GRIP Vert(LL) -0.03 4-6 >999 240 MT20 220/195 Vert(TL) -0.10 4-6 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 41 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-50c puffins. BOT CHORD Rigid ceiling directly applied or 6-11-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.33 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 appliedfor the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 565 lb uplift at joint 2 and 565 lb uplift at joint 4. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load of 1800 lb. Lumber DOL=(1.33) Plate grip DOLo(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-9-10 for 152.5 plf. LOAD CASE(S) Standard GO 109 102008 WARMM7 - Ve.-iJij design pm nerierm and 101cM) 10077'S ON TiffS ARZ) INCLUDED 141710K TiB1'DRFNC6 PADS zrlll.7473 BEPOIU? USE. - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is loran Individual building component. Applicability at design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability durtng construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult AN5l/TPt1 Qualify Criteria, DSB-89 and BCSII Building Component Safety InformatIon available from Truss Plate Institute, 5113 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane. SuIte 159 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS 07-2744 107 GABLE 1 1 Job Reference (optional) R29439508 rrUoUr,u I FUSS, INdUCEldl IALY, L,M, L)Odfl ripeia 7.060 S Aug 6 2008 Miletc Industries, Inc. Thu Oct 09 12:26:22 2008 Page 1 5-11.0 5-11-0 5.3.3 PIM 5-11-0 I.S.O ml = SusIe 143.4 344 =34 = 344 = 7-0-1 7-0-5 7.8-I Plate Offsets (X,Y): 110:0-0-80-2-41 LOADING (psi) SPACING 2-0-0 CSI DEFL in floc) I/dell Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.07 7-9 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.26 7-9 >564 180 BCLL 0.0 Rep Stress mci YES WB 0.37 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code 18C2006/TPl2002 (Matrix) Weight: 141 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. 801 CHORD 2 x 4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing, Except: WEBS 2 x 4 OF Stud/Std G 10-0-0 oc bracing: 10-11 OTHERS 2 x 4 OF Stud/Std G . 9-3-6 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=347/10-10-4, 10=66/10-10-4, 17=112110-10-4, 16=39/10-10-4, 15=-190/1O-10-4, 14=645/10-10-4 11=451/10-10-4, 7=706/0-3-8 Max Horz2=81(LC 18) Max Uplift2=-489([C 16), 10-90(LC 19), 17=-8(LC 18), 16-4(LC 12), 15-223(LC 11), 14252(LC 16), 11=-209(LC 16), 7=623(LC 19) Max Grav2=694(LC 28), 10=197(LC 27), 17=125(LC 2), 16=53(LC 2), 15105(LC 16), 14736(LC 11), 11542(LC 11), 7=1110(LC 10) . QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE FORCES (lb) - Maximum Compression/Maximum Tension SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. TOP CHORD 1-2=0139,2-3=_1142/903,3-4=-385/391,4-5=-869/547,5-6=-1303/726, 6-7=-1941/1202.7-8=0/39 ROT CHORD 2-17=-838/982, 16-17=-613/768, 1516=516/661, 14_15=409/553, 13-14=-301/446, 1213=209/439, 11-12=-88/319, 10-11 =-75/305, 9-1O=-453/1079, 7-9=-1025/1652 WEBS 3-113=-3911226,4-113=-586/1195, 4-18=53/273.9-118o-53/270, 6-9=-861124,10-18=-587/223,5-18=-577/225 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL6.Opsf; BCDLe4.2psf; h=25ft: Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions ?90FESSlO shown; Lumber DOL=1.60 plate grip DOL=1.33 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 1-2002. All 2x3 MT20 plates are unless otherwise indicated. CO Gable studs spaced at 1-4-0 oc. CD çfl This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. w 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. 1-09 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 489 lb uplift at joint 2,90 lb uplift at joint 10, 8 lb uplift at joint 17, 4 lb uplift at joint 16, 223 lb uplift at joint 15, 252 lb uplift at joint 14, 209 lb uplift at joint 11 and 623 lb uplift at joint 7. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a total drag load 011800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-4-6 for 80.5 p11. Continued on page 2 er 10.2008 WARNiNG - Vm-1f1# rfesqes pmransetern vrd IuuAo M)TES owrirro AND INCLr1DEO wrnoJcruoplslnlrpjcn PAGE 1411-7473 ISEPOFU? 142 - — Design void for use only with MITch connectors. This design is bored only upon parameters shown, and Is for on individual building component. Applicability at design paromenlers and proper incorporation at component is responsibility at building designer - net truss designer. Bracing shown is for lateral support at individual web members only. Additional lemporory bracing to insure stability during construction is the responsibility of the M ilek erector. Additional permanent bracing at the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery. erection and bracing, consult AN5l/TPI1 Quality Criteria, 058-89 and BCSIS Building Component Solely Information ovofloble from Truss Plate Institute. 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane, suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439508 07-2744 T07 GABLE 1 1 Job Reference (ostionalt ProBuild Truss, National City, CA, Dean Kilpeta 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:22 2008 Page 2 LOAD CASE(S) Standard WARMM3 Vvr-jbJ dsjg,s pas'onsetesm ear ci REAL) NOT7fb. ON '11115 A1D INCLUDED MITITK ILLTPITJ?itfritB PAGE MI-7473 BEFORE hElL Design valid for use only with M6ek connectors. This design is based only upon parameters shown. and is for an Individual building component. F I Applicability 01 design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I erector. Additional permanent bracing of the overall stlure is the responsibility at the bivlmg designer. For general guidance regarding .ma or I is tot lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibIlity of the M ilek' tabricolion, quality Control, storage, delivery, erection and bracing. consult ANSIITPI1 Quality Criteria, DSB-89 and BC511 Buttdlrr Component Greenback Lane, Suite 109 Safety teformatlon ovoilobte trom Truss Plote Institute, 583 D'Onotno Drive. Madison. WI 53719. Citrus Heights, CA, 95610 ofESSI S. cc ( C-ø433 r Job Truss Truss Type Qty Ply ROOSEVELT GARDE INS 07-2744 T07A COMMON 8 1 R29439509 Job Reference (optional) roauua Truss, National t.l1Y, CA, Dean tiJipela 7.060 s Aug 62008 Milek Industries, Inc. Thu Oct 0912:26:222008 Page 1 -1-60 1 11.2.3 16.5-6 37.5.8 23-10-8 1.6-0 5.11-0 5-3.3 5.3.3 5.11.0 1.60 34 = $sule. 144.1 0-56= 3u4= Oslo = 7-6.1 7.0-s LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) tidefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.13 2-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.39 8-10 >682 180 BCLL 0.0 * Rep Stress Incr NO WB 0.16 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code 1BC2006/TP12002 (Matrix) Weight: 104 lb LUMBER BRACING TOP CHORD 2 x 4 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 4-1-3 cc purlins. BOT CHORD 2 x 4 OF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 9-10-1 cc bracing. 10-12. 2 x 6 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be WEBS 2 tt 4 OF Stud/Std G installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=113710-3-8,8=1137/0-3-8 Max Horz2=-81(LC 7) Max UplifI2=-304(1-C 6), 8=-287(1-13 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-2015/576, 3-4=-1754/518, 45=287/125, 5-6=-287/125, 6-7=-1753/518, 7-8=-2014/576, 8-9=0/39, 4-6=-1339/413 BOT CHORD 2-12=-410/1783.11-12=-290/1570, 10-11=-291/1582,8-10=-410/1782 WEBS 3-112=-342/1163,7-110=-341111173, 4-12=-60/396, 6-10=-59/395 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MV/FRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psI bottom chord live toad nonconcurrent with any other live toads. 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 304 lb uplift at joint 2 and 287 lb uplift at joint 8. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 8-8-13, and 50 lb down and 15 lb up at 13-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pIe Vert: 1-4=-68, 4-5=-68, 5-6=48, 6-9=-68, 2-8=-20 Continued on page 2 10,2008 WARNING- f6./J5j cfr.vigrs possr*oaset.n,-s ssssd 1110-60 NO11 ON TiffR AND INCLUORD MITRK I PPI(I3NC1T PAGIT f,4JJ.7473 BEFOR2 011110- J Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. I Applicability of design poromentess 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 during construction is the responsibIlity 01 the MiTek erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding I ee -*r- fabrication, quality control, storage. delIvery, erection and bracing, consult ANSI/71`11 Qualify Criteria, DSB-89 and BCSIS Building Component I Safety InformatIon available from Truss Plate Institute, 583 DOnotno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439509 07-2744 T07A COMMON 8 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpela 7.060 sAug 62008 MiTetr Industries, Inc. Thu Oct 09 12:26:22 2008 Page 2 LOAD CASE(S) Standard Concentrated Loads (ID) Vert: 12=-50(F) 10-50(F) WARNING -Verify dnvign pmrwrsetee and I2C#if) NOTES ON MIS Mrtl) INCLUDED I ITEKZ PI1RI3NCIS PAGE I6I'74T3 GISPORE (ISIS. Design valid for use only with Mirek connectors. This design Is bored only upon parameters shown, and is loran Individual building component. I Applicability of design paramenlers and proper incorporation at component is responsibility at building designer -not truss designer. bracing shown for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility, at the M ilek erector. Additional permanent bracing at the overall structure is the responsibility 01 the building designer. For general guidance regarding I tabricotian. quality control, storage, delivery, erection and bracing. consult ANSI/TIll Quality Criteria, DSB-89 and BCSIt Building Component I Information available from Truss hole Institute, 583 D'Onatno Drive. Mocdson, WI 53719. 7777 Greenback Lane, Suite 109 Solely I rru, uunu en ucusn ProBuild Truss, National City, CA, Dean K/pelt 5-ti's 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:23 2008 Page 1 22-4-8 23-10.6 5-11.0 1.8-0 Sorb. 1.43.0 5.3-3 5-3.3 3-4 a 5.16 - 3x4 5-10= 7.8-1 14.6-5 23.4.8 7-8-1 7-0.5 7.0.1 Job Truss Truss Type Qty Ply ROOSEVELTGARDENS --] R29439510 07-2744 T07B COMMON 4 1 Job Reference lootionall LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.81 TCDL 14.0 Lumber Increase 1.25 BC 0.75 BCLL 0.0 * Rep Stress Incr NO WB 0.17 BCDL 10.0 Code 1BC2006/TP12002 (Matrix) LUMBER TOPCHORO 2x4DFNo.2G BOT CHORD 2 x 4 DF No.2 G *Except* 9-11:2 x 6 OF No. 1&8tr G WEBS 2 x 4 DF Stud/Std G REACTIONS (lb/size) 1=1017/0-3-8,7=1141/0-3-8 Max Horzl=_95(LC 7) Max Upliftl =-221 (LC 6), 7=-288(LC 7) DEFL in floc) I/deft L/d PLATES GRIP Vert(LL) -0.15 1-11 >999 240 MT20 220/195 Vert(TL) -0.42 1-11 >624 180 Horz(TL) 0.08 7 n/a n/a Weight: 101 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purtins. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. MiTch recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-20341612,2-3=-1777/541, 3-4=-289/126, 4-5=-2921129, 5-6=-1768/534, 6-7=-2026/588,7-8=0139,3-5=_1352/426 BOT CHORD 1-11=-448/1820, 1011=307/1586,910=308/1598, 79=420/1792 WEBS 2-11=-368/184, 6-9=-338/172, 3-11=-87/417, 5-9=-54/392 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25f1; Cat. II; Exp C; enclosed; MWFRS (tow-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL1.33 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2v0-O 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 221 lb uplift at joint 1 and 288 lb uplift at joint 7. B) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/IPt 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 15 lb up at 8-8-13, and 50 lb down and 15 lb up at 13-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate tncrease=1.25 Uniform Loads (pIt) Vert: 1-3=-68, 3-4=-68, 4-5=-68, 5-8=-68, 1-7=-20 Concentrated Loads (Ib) Vert: 11=-50(F) 9=-50(F) 10,2008 WAIliNTNG . Vmify de5ips pw.x,rnvrimm rsrsd READ NOITriS ON riiis ARD rwcLuD1sD FrITTIOK raoPninlwcs PAGE Itl7J-7's7i3 BEYOIOI? . Design valid or use ontywith Mirek connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown aJr is tot lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporssibthity, of the M iTek erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSlITPI1 Quality Criteria. DSB-81 and BC5t1 8u5d1ssg Component 77 Greenback t.6ne. Suite 109 Solely tntormatton avotabte tram Iruss Plate Institute, 583 D'Onotno Drive. Madison. WI 537t9. Citrus Heights, CA, 9560 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439511 07-2744 TOO CAL HIP 1 1 Job Reference (oDtionall ProBufld Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 MiTek Industries, Inc. Thu Oct 09 12:26:24 2008 Page 1 .1.8-0 I 3.11.5 1 74.1 711 1.11 11-2.3 54-4-11 5 .15') fl-s 3-1I-5 3442 0.5-10 3-2-8 3-2-8 0.5-50 7.6-I SortS I38.8 858 55 0s5 3-3 II e04MT200 = 3-8 = 3-3 II ntIs -' 3-3 II 3-51-5 3-6-52 3-4-2 341-2 LOADING (pat) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.19 8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.66 2-10 >403 180 MT20H 165/146 BCLL 0.0 * Rep Stress Incr NO WB 0.21 Horz(TL) 0.18 6 n/a n/a BCDL 10.0 Code 1BC2006/TP12002 (Matrix) Weight: 89 lb LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G Except TOP CHORD Structural wood sheathing directly applied, except 3-5: 2 x 4 OF No.2 G, 5-6: 2 x 4 OF 2400F 2.OE G 2-0-0 oc purlins (2-1-6 max.): 3-5. BOT CHORD 2 x 4 OF No.1 &Btr G Except BOT CHORD Rigid ceiling directly applied or 5-11-3 oc bracing. 6-9: 2 x 4 OF 2400F 2.OE G MlTek recommends that Stabilizers and required cross bracing be WEBS 2 x 4 OF Stud/Std G . installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=2214/0-3-8,2=2339/0-3-8 Max Horz 2=75(LC 5) Max Uplift6=543(1-C 6), 2=-627(1-C 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 12=0/39, 2-3=-4967/1393, 3-4=-4777/1473, 4-5=-4777/1473, 5-6=-4967/1406 BOT CHORD 2-10=-1229/4519, 1011=_1236/4502, 9-11=-1236/4502,8-9=-123614502,8-12=-1245/4521. 7-12=-1245/4521, 6-7=-1239/4539 WEBS 3-10=0/492.3-8=201/529,4-8=498/286, 5-8=-195/515,5-7=0/497 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCOL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MIAIFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.60 plate grip OOL1 .33 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. 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 toad 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 543 lb uplift at joint 6 and 627 lb uplift at joint 2. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSITPI 1. Girder carries hip end with 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 589 lb down and 320 lb up at 14-8-9, and 589 lb down and 320 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. In the LOAD CASE(S) section, loads applied 10 the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1 .25, Plate lncreasee1.25 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-165, 5-6=-68, 26=_49(F=29) Continued on page 2 S. CO ( CO443- wIII-,I 102008 WAJ?NYNS3 Ves-tf/ design pwsrnosetesm ned READ M)TSTE OW TWIE AND INCLUDED J7TEK IlI0Pl7REMCE PAGE 1471' 74TJ BEFORE U,'1 I Design valid (of use only with MOck connectors. This design is based only upon parameters shown, and is for on individual building component. I Applicability of design parornenters and proper incorporation at component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support 01 individual web memben only. Additional temporary bracing to insure stability during construction is the responsibitlity, of the Mile k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabricolton. quality control, storage. delivery, erection and bracing, consult ANSI/TPIt Quality CrIterIa, DOS-BIt and SCOtt Building Component Safely InformatIon available from Truss Plate Institute. 583 DOnotno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Keistits, CA, 95610 Job Truss Truss Type Oty Ply ROOSEVELT GARDENS R29439511 07-2744 T08 CAL HIP 1 1 Job Reference (ootionalt ProBuild Truss, National City, CA, Dean Kilpela 7.0600 Aug 62008 MiTek Industries, Inc. Thu Oct 0912:26:242008 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Veil: 3=589 5=-589 WARN!N, - Verfij design pat.ves med READ NOTES ON TitlE AND INCLUDED MIfl3!OIliITL?!riCI3 PACE I4uJ.74T3 BEFORE USE Design void for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poramenters and proper incorporation of component is responsibitty, of building designer - not Iruss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery erection and bracing, consult ANSI/TNt QualIty Criteria. DSB.89 and BCSi1 Building Component Safety Information avotoble from truss Plate Institute. 583 DOnolno Drive, Madison, WI 53719. MiTek' 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439512 07-2744 T08A CAL HIP 1 1 Job Reference lootionall vroijurra I russ, wasronar rrry, LR, tjean rvpera (.060 s Aug 62008 Mr fee Industries, Inc. ThU Oct 0912:26:24 2008 Page 1 5-6-C 3-6-12 0-5-10 3-2-8 3-2-8 0-5-10 7-6-i Our?. 1:29.1 3*8 = 2*3 II 3*6 = 3*8 = 2*3 fi 0-8 = 3-11-5 3-8-52 3-8-2 3-8-2 7-6-I LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.10 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.38 8-9 >695 180 BCLL 0.0 * Rep Stress Incir NO WB 0.12 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code 1BC20061TP12002 (Matrix) - Weight: 95 lb LUMBER BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-6-10oc purlins, except BOT CHORD 2 x 4 DF No.2 G 2-0-0 oc purlirts (4-2-7 max.): 3-6. WEBS 2 x 4 OF Stud/Std C BOT CHORD Rigid ceiling directly applied or 9-4-80c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1032/0-3-8,2=1156/0-3-8 Max Horz2=63(LC 5) Max tJplift8=-254(1-C 6), 2=-337(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/39,2-3=_2093/508. 3-4=-69/0,3-13=-1896/563,5-13=-1896/563,5-14=-1896/563. 6-14=-1896/563, 6-7=-6910, 6-8=-2113/532 BOT CHORD 2-12=-419/1856, 11_12=421/1847, 1O11=_421/1847, 910=417/1868, 8-9=-415/1877 WEBS 3_12=0/292, 3-10=-90/244, 5-10e_112/107, 6-10=_82/231, 6-9=0/298 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL1.33 Provide adequate drainage to prevent water ponding. 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. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 8 and 337 lb uplift at joint 2. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard WARWNG - 17mef5 dwnigrr pmrwnrete*m d ICJTM) Nr)TITE OW 7'1110 ARE INCLUDED MTTIcKRITPIrRI'lrlco PAGE 1`53-7470 BEFORE uaic (Mimi Design valid for use only with Mtlek connectors. This designs bored only upon parameters shown, and is for an individual building component. I Applicobilify of design poromenters and proper irrcorporol ton 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 constructions the responsibillity of the I M ilek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng 1 tobricotion. quohly control. storage, delivery, erection and bracing, consult ANSIIIPI 1 Quality Criteria. DSB-89 and ecsui italldlrrg Cemponent Safety lisformatlon available from truss Plate Institute. 583 DOnofno Drive, Madison, WI 53719. 7771 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439513 07-2744 109 GABLE 1 1 Job Reference (ootionall ProBuild Truss, National City, CA, Dean Kilpela 7.060 s Aug 6 2008 Milek Industries, Inc. Thu Oct 09 12:26:25 2008 Page 1 140 5-8.11 5411 3.4 = 554 = LOADING (psi) SPACING 2-0-0 CSI DEFL in (lc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 IC 0.17 Vert(LL) -0.01 11 fIr 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.03 11 fIr 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code tBC20061TPl2002 (Matrix) Weight: 48 lb LUMBER . BRACING TOP CHORD 2 x 4 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 OF Slud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=252111-5-6, 10=252/11-5-6, 15=112111-5-6. 14=112/11-5-6, 12=175/11-5-6, 13=71/11-5-6, 17=175/11-5-6, 16=71111-5-6 Max Horz 2=-52(1-C 7) Max Uplift2=-113(LC 6), 10=-118(LC 7), 15=-1 (LC 6),12=_22([-C 7), 13=60(LC 7), 17=_23(LC 6), 16=-54(LC 6) Max Grav2=252(LC 1), 10=252(LC 1), 15=112(LC 1), 14=112(LC 1), 12=175(LC 1), 13=74(LC 11), 17=175(LC 1), 16=74(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-69/11. 3-4=-44/35,4-5=-33/64. 5-6=-39171, 6-7=-39/71, 7-8=-33/64, 8-9=-44/29, 9-10=-69/10, 10-11=0/39 BOT CHORD 2-17=0/93, 16-17=0/93, 15-16=0/93, 14-15=0/93, 13-14=0/93, 12-13=0/93, 10-12=0/93 WEBS 5-15=-82113, 7-14=_8219, 9-12=-119/62, 8-13=-67/81, 3-17=-119162, 416=_67/81 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; ICDL=6.opsf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. All plates are 2x3 M120 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 113 lb uplift at joint 2, 118 lb uplift at joint 10, 1 lb uplift at joint 15,22 lb uplift at joint 12,60 lb uplift at joint 13,23 lb uplift at joint 17 and 54 lb uplift at joint 16. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSl/TPI 1. LOAD CASE(S) Standard 10,2008 WAIT iTTlTD Vv.vsJ5j dvnign psrs'nnearivs'rs mss rl READ NOT131SONTYLIS AND INCL,UDITD !frT1ilK REFERENCE PAGE 5571.7473 ITEPEITE USE. IRMS I Design valid for use only with Mitek connectors. This design is based only upon porometers shown, and is for on individual building component. I Applicability of design poromenlers and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown bum I is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the I erector. Additional permanent bracing of the overall structure Is the responsibility at the building designer. For general guidance regarding I fabrication, quality control, storage. delivery' erection and bracing, consult ANStflPlt QualityCriteria. Dse-89 and BCSt1 Building component 7777 Greenback Lose, Suite 108 Safety InformatIon available from Truss Plate tnslitute. 583 D'Onolrso Drive, Madison. WI 53719. I Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ROOSEVELT GARDENS R29439514 07-2744 TOOA COMMON 1 1 Job Reference (optional) ProBuild Truss, National City, CA, Dean Kilpef a 7.060 s Aug 6 2006 MiTete Industries, Inc. Thu Oct 0912:26:262008 Page 1 5-8.11 I il-n.e s-s-ti n.e-li 4x5 = 5mm • 122.6 we LOADING (pat) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.77 TCDL 14.0 Lumber Increase 1.25 BC 0.41 BCLL 0.0 Rep Stress lncr NO tfvB 0.32 BCDL 10.0 Code 1BC20061TP12002 (Matrix) LUMBER TOP CHORD 2x4DFNo.2G BOTCHORD 2x6DFNo.1&BtrG WEBS 2 x 4 DF Stud/Std G REACTIONS (lb/Size) 1=1028/0-3-8.3=102810-3-8 Max Horz 1=30(LC 6) Max Upliftl=-292(LC 6), 3=-292(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-15501522, 2-3=-1550/522 BOT CHORD 1-4=-411/1376, 3-4=-411/1376 WEBS 2-4=-1771776 DEFL in (lc) Odefi Ud PLATES GRIP Vert(LL) -0.03 1-4 >999 240 MT20 220/195 Vert(TL) -0.10 1-4 >999 180 Horz(TL) 0.02 3 n/a n/a Weight: 44 lb BRACING TOP CHORD Structural wood Sheathing directly applied or 3-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTeic recommends that Stabilizers and required cross bracing be I installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 90mph; TCDL=6.opsf; BCDL=4.2p5f; h=25f1; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.33 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 292 lb uplift at joint 1 and 292 lb uplift at joint 3. This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 11-5-6 In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber tncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 1-2=-68, 2-3=-68, 1-3=-116(F=-96) PC OFESS,o S. O464 * * 102008 WARNING - Ver.jtj dent9,, pm ,mrte,-s an di READ PfOrRS ON 77116 AND INCLUDED MIT15K IfLTFI5R1?NCE rADIi MI1'7471 Bl2FOIitfl (161?. I Design valid for use only with MiTotc connectors, this design is based only upon parameters shown, and is for on individual building component. I Applicability of design paromenlers and propel 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 stobilily, during construction is the responsibflity of the I Milek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding I fabrication, quality control, storage, delivery, erection and bracing, consult ANSt/TPlt Quality Criteria. DSB•89 and BCS11 Building Component 109 Safety Information available from Truss Plate Institute, 583 D'Onofno Olive. Madison. WI 53719. Symbols Numbering System a Genera' Safety Notes PLATE LOCATION AND ORIENTATION 1 Center plate on joint unless x, y Failure to Follow Could Cause Property - - offsets are indicated. Dimensions are in ft-in-sixteenths. I 6-4-8 dimensions shown in ft-in-sixteenths I (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss L i. Additional stability bracing for truss system, e.g. and fully embed teeth, diagonal or X-brocing, is always required. See BCSII. 2 Truss bracing must be designed by an engineer. For 1 1 2 TOP CHORDS Ci'2 c2-3 wide truss spacing, individual lateral braces themselves may requite bracing, or alternative T. I. or Eliminator bracing should be considered. WEBS ,,3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0 Provide copies of this truss design to the building For 4 x 2 orientation, locate U Ac4 designer, erection supervisor, propertyowner and all other interested parties. of truss. plates 0- from outside a..edge 0 ___________________________ _ I— cr8 C6-7 0 Cut members to bear tightly against each other. BOTTOM CHORDS Place plates on each face of truss at each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by AN51/TPl 1. connector plates. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPl 1. * Plate location details available In Milek 20/20 software or upon request. unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. Unless expressly noted, this design is not applicable for use with tire retardant, preservative treated, or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 1 0. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. Ii. Plate type, size, orientation and location dimensions PRODUCT CODE APPROVALS indicated are minimum plating requirements. LATERAL BRACING LOCATION [CC-ES Reports: Lumber used shall be of the species and size. and in all respects, equal to or better than that specified. ESR-131 1, ESR-1352, ER-5243, 9604B, 7 Indicated by symbol shown and/or by text in the bracing section of the 95-43. 96-31, 9667A Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated, 95110,84-32, 96-67, ER-3907, 9432A Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur, Icons vary but © 2006 Milek® All Rights Reserved Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur, Install and toad vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with ailE project engineer before use. Industry Standards: ANSI/TPl1: National Design Specification for Metal Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures( before use. Reviewing pictures atone DSB-89: Design Standard for Bracing. MiTek@ _ 20. is not sufficient. BCS11: Building Component Safety Information, Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TD PERFORM. Af'lsl/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 BJ3l/2035pAGE1 DETAIL FOR COMMON AND END JACKS MIj/sAc52opsF MAX LOADING (p50 SPACING 2-0-0 I MiTek Industries, Inc. TCU. '200 IP1ates Increase is BRACING TCDL 15 , 0 Lumber Increase 115 TOFCHORD Sheathed. Western DIvIsIon BCOL 1Rep Stress (ncr BOT.GHORD Rigid cell ing directly applied MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 LENGTH OF EXTENSION BOT CHORD 2X 4SPHF,DF-L No.2 - AS DESIGN REQ'D 20-0' MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.D" MIN) NAILS @ 3" O.C. 2 ROWS / SUPPORT AND CONNECT ON BY OTHERS OR 2-1 ad COMMON WIRE / (0.162'OIA. X 3.5") LGT TOE NAILS SUFORTS SHALL BE PROVIDED / @ 4-0" D.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.16201A. X 3.5' LGT) TOE NAILS QOTE- FOP CHORD PITCH: 3112-8112 30-7 OM CHORD PITCH: 0/12-4/12 DITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. BPACING= 24" D.C. 3x4= CONN. Wi2 led COMMON WIRE (E.1OIA X 35' LOT) TOE NAILS 8-0-0 .• CONN. W73 1 0 COMMON WIDE (Dl 2 DI X33- LOT) TOE NAILS BOTTOM CHORD LENGTh MAY BE 2-0" ° 3x4 = OR A BEARING BLOCY, CONN. W12 150 COMMON WIRE(0.I152"DIA. X3.5-) LOT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 PRESSUREBLOcKJNG INFO. -------..---..•...-..----- L NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 1 CrvfL NOV 15 2U7 - -------------- ------ - - - - - pa ,-=.m desin ,eatrD cdRE,fl 1JOTS OW S AM DJCL(LD&D j,rr &FfREMcE FACE .747S aEyop USE. 17717 Greenback Lane - Suite 109 Design void For u5e only yiIb Mflelr conneclOo.Thlr design Is based only upon parameters shown, and Is for onindiuiduoIbuilding coinponefli.. I Citrus HeIghis, CA, 9551 App000bIFlY or design poromerriers and proper i000rporollorr or consporreni Is resparsstblEy of buldlng designer- not truss designer, bracing shD'"" is for lolerol suppori DI IodMduoI web members only. Addlllorral lemporory bracing to Insure slobtllly during car,slr u c l l o n Is Iho 'esponslbt9ly at lire 0,actor. Addiliorra! permanent broolng Ol [be overall struclure Is Ina reuporrstbtflly at ISa building designer. For general guidance regarding 1 -.---5 s-r',-I,rn. consult A145I/TPt Quality criteria. 0SO.09 and BCSI1 buildlrlo Corr,p0ncnt I v1 Te k (N /_1•_ - - ______ CAL HIP SUB GIRDER CAL HIP- GIRDER 24" TiP BC of carrier truss 2-(.131X3.0" MIN) NAILS (typ) / BOTTOM CHORD OFOPEN END 20 block between jacks, nailed to carrier BC WI 6-(.131"X3.0" MIN) NAILS @3* o.c. NOV15 2007 . Loading (PSF): BCDL 10.0 PSF MAX PPORT Gb B.C. OF STANDARD OPEN END CK USU\JG PRESSURE BLOCKS MOO4 PAGE 1 -. Milek Industries, Inc. Western Division 2x4 bol. chord Carrier tru J of jack NAILS 2x4 block I . jack '--between jacks, 'ij 1i -• tnjss nailed to carrier b-4 (ly) WIG V'JI(.131"X.3.D" MIN) nails spaced at Y o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER TVRNTh/G VcrIf dsvlgn peesnvtcre o,sdJtL*D NOTES OW THIS ANTI INCLUDED !OTE)JLEELJ1ENCE ?AGE 51117473 BEFORE 7717 Greenback Lane - — Suite 106 Design vo6d For use only wilh MIT ek connectors. This design Is based only upon por o m e l e r s s h o w n , a n d I s F o r o n i n d i v i d u a l b u i l d i n g c o m p o n e n t CItrus Heighls, CA. 9561JIM WIT AppliCoblIly 01 desIgn parornanlers and proper incorporation of componenl Is respons i b i l i t y o f b u i l d i n g d e s i g n e r - nol truss designer. Bracing shown Is lot loleral supporl of Individual web members onF5'. Addllionol lemporory bracing t o I n s u r e s l o b l l l y d u r i n g c o n s l r r i c l l a n I s ] h e r e s p o n s i b l l l l y o f U s e eraclor. AdiIioirolpermonenI bracing of the overall slruclure Is he responsiblilly of ] h e b u i l d i n g d e s i g n e r . F o r g e n e r a l g u i d o n c e r e g a r d i n g - . h,*rinn rrnr,suII ANSIIIPIF QuclI6v crIIio, ase.89 and BCSIF Building Campananl 1 NOV 15 )NVENTI ONAL VALLEY FRAMING DETAIL MU/SAC - 47 1 31612007 I PAGE 1 GABLE-END,.COM MON TRUSS DR GIRDER TRUSS RIDGE BEAM S (SEE NOTE #8) MITek Industries, Inc. Western Division TRUSS TYPICAL (24 0.0.) / = = = cr = -- = =31 W" r VALLEY PLATE (SEE NOTE #4 VALLEY RAFTERS (SEE NOTE B (24 O.C. MAX.) L.JL POST SHALL BE LOCATED ON POST - A /SHEATHING ABOVE THE TOP - . (SEENOTE8IJ\ McZ :ONSTRUCTION SEQUENCE (ALL MATERIAL MINIMUM # 2 O R B E T T E R ) INSTALL BASE TRUSSES. . APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES . BE SHEAThED GABLE END, COMMON TRUSS LIVE LOAD = 30 PSF (MAX) OR GIRDER TRUSS DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MW FRS) 100 MPH NOTE: BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIG N S . 48" O.C. MAXIMUM POST SPACING INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPO R T I N G T R U S S W I T H ( 2 ) 1 6 d N A I L S ( M I N . 3 1I2 LONG). 5. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FR O M T H E I N T E R S E C T I N G R I D G E O F THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON T R U S S T O T H E R O O F S H E A T H I N G . S. SET 2 x 6 #2 RIDGE BEAM. SUPPORT WITH 2 x 4 POSTS SPACED 4B O . C . . B E V E L B O T T O M O F POST TO SET EVENLY ON THE SHEATHING LOCATED ABOVE T H E T O P C H O R D O F T R U S S . FASTEN TOP OF POST TO RIDGE WITH (4) lOd NAILS. FASTE N B O T T O M O F P O S T T O R O O F S H E A T H I N G AND TOP CHORD OF TRUSS WITH (3)16dTOE-NAILS(M I f t 3 1 / 2 " L O ) . 7. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDG E B E A M . M A X I M U M R A F T E R S P A C I N G IS 24" 0.0.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 ) 1 6 d T O E - N A I L S . F A S T E N V A L L E Y RAFTER TO VALLEY PLATE WITH (3) 16d TOE-NAILS, B. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" D . 0 ( O R L E S S ) A L O N G E A C H R A F T E R . INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN O N P L A N D R A W I N G . A L L I G N P O S T S WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST W I T H ( 3 ) lOU NAILS. FASTEN POST FO-SHEATHING AND TOP CHORD OF TRUSS WITH (3) 1BdTO E - N A I L S . 9. NAILING SCHEDULE FOR ROOF.DIAPHRAM AND TRANSFE R O F L A T E R A L L O A D S S H A L L B E D E S I G N E D B Y O T H E R S . POSTS SHOULD BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR D O U G F I R L A R C H D R S O U T H E R N YELLOW PINE POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 4 O R B E P R E - A S S E M B L E D (2) PLY 2 X 'S FASTENED TOGETHER WITH,2 ROWS OF lOd NAILS 9" D.C.. Vcr dsrin pe.r'errsutera ess4 RE&D N072S O( TSA DD'tUJDRD rrilTElt REFEPEWCE 1'AQfl MU.7473 FOJ?SJ ri8.1 Design void tar use only wilir Muck connect ors . This design Is bosed only upon poromeiers shown, ond Is br on Individual building conrponerri. Applicoblily of design poromerriers and proper Incorporoflon oi corrrponeni Is responslbiiy oi bulding designer- nob truss designer. ironing shown Is for ioleroi support oilndivlduolweb members only. Addlilonal iemnporary bracing a Insure siobiliy during construction Is the mesporuibiiiy ol Ire erector. .Addllionci perrrroneni bracing ci lire overall siruclure Is he responsibltiy ci itie building designer, For general guidance regarding iabticoliofl, quooly conirol sicroge, detvery,.ereciion and b r a c i n g , c o r r s u i l A I b u / ' i i ' i l Q u a l i t y C r i i e r l o , DiD-B? and BCSII Building Cernpuneni .55.... ,,,o.Il,..k5 I,n,, ln,s PIIe lrrsiiiuie. 583 DOnotrio Drive, Madison. WI 5371?. Till Greenback Lane Sulie ma Clues Heighis, CA Pik I M iTek VARIES1 TO COMI 12 TRUSS 3x5 = 1/2' NOTCH AT O.C. TOP CHORD NOTCH DETAIL ENDfl\ / WALL RIGID CEILING MATERIAL QjLA EXP_ 3-3-O? STANDARD GABLE END DETAIL MU/SAC - 20F I 11/18/2004 tPAGE 10F2 SHEATHING - (BY MiTek Industries'Inc. Western Division *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL - 1X4OR2X3TYP)OR 2X3 ONE FACE AND 3 TOE-NA1LE07/16X1-3/4 SENCO STAPLES OR EQUIV. 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 24" D.C. BRO If SPAN TO MATCH COMMON TRUSS J7 VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W!Bd NAILS N SPACED AT 8' O.C. .DINpsf) SPACING 2-0-0 L 20.0 Plates Increase 1.25 14.0 Lumber Increase 1.25 .L 0,0 Rep Sbess InCr YES )L 10.0 Code ASCE 7-02 LATERAL BRACING NAILING SCHEDULE I VERT;HEGHT OF NAILS AT END I UP TO 71011 2 - 16d. 71 -011 .- 81 -6 3 - 16d I OVER 81 611 4 - 16d CHORD 2 X 4 DFLJSPF/HF - No.2 TCHORD 2X4 DFL/SPF/HF-STUD/STD HERS .2'X 4 DFLISPF/HF - STUD/STD SPACI NG OF VERTICALS WITHOUT BRACE I WITH LATERAL BRACE WITH MAXIMUM VERTICAL STUD HEIGH A- I2 INCH O.C. . 5-10-0 11-8-0 8- 161NCH0.C. 5flfl lflflfl 7- 24 INCHD.C. 4 -fl I 7fl OTES VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND E X P . B , H E I G H T S O F T s .cPNNETQP±.BT'N..EEN .BPUQH.c 10. .gp.QYJp.EP BY. PSO)EcTGIN.PO.RARCHITECT. tu FURNISH COPY OF This DRAWING TO CONTRACTOR FOR BRACI N G I N S T A L L A T I O N . BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT B L D G . A R C H I T E C T O R E N G I N E E R F O R T E M P O R A R Y A N D P E R M A N E N T BRACING OF ROOF SYSTEM. DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS A N D T O G A B L E E N D S W I T H A M A X . V E R T . S T U D H E I G H T O F 0P CHORD NOTCHING NOTES )THE GABLE MUST BE FULLY SHEAThED W/RIGIO MATERIAL (SH E A T H I N G O R S T U C C O B Y O T H E R S ) O N O N E F A C E B E F O R E N O T C H I N G . I F S T U D S A R E TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER -TO THE TRUSS.T.C4 TO ONE FACE OFTHE TOP CHORD WITH 100 N A I L S S P A C E D A T 6" D.C. IF STUDS ARE SPACED AT 24' O.C. AND FACE OF TRUSS I S N O T F U L L Y S H E A T H E D . ) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. ) LUMBER MUST MEET OR EXCEED VISUAL GRADS 42 LUMB E R A F T E R 1 \ I 0 7 C H I N G . 'i NO NOTCHING IS PERMITTED WITHIN 12" OF THE HEEL Continued on pag 2 WAYN2NG- vertfy de,tgn peemetre d READ NOTES ON THIS AND WCLUDEDJdX7E)tRETER.SNCE FAGS 7473 BSFORE USE. 7777 Greenback Lane Suite 105 Design void for use only vAIh WJIeh connectors. Ibis design Is based only upon parameters shown. and Is lor on Individual building componeni. I Citrus Heights, CA, App1100blily at design Para menlers and proper incorporation o f c o m p o n e n t i s r e s p o n s l b i l l y o f building desIgner' not Iruss designer. Bracing shown I Is br lot era] suppnsri of Individual web members only. Additional lemporory broclng to Insure stability during construction is the responsibility ol the Addillorsol oermonenl bracing of the overall structure Is the resporssiblUly of the building designer. For general guidance regarding I 5C515 5ufldlrr Censpeneni I -. ... ... . .:• STANDARD GABLE END DETAIL MI(/SAC 20F 9/17/2004 I PAGE 2OF2 4- lOd NAILS MIN— PLYWOOD SHEATHING .70 2X4STD. DF-L BLOCK 2- lOd (N'p) . I // .2X4 BLOCK "5 .SIMPSONA34 H OR EQUIVALENT I 2X4 S JD OR BTR SPACED @ 5'-D° O.C. ii SHAL BE PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED LEDGER STRONGBACK INTO IE CHORDS & CONNECTED TO 2X4 No.2 OR BTR 2X4 No.2 OR BTR CHOF QS W/4- 1 O NAILS. I MAX. NGTH = 7-0" GABLE EN H 6-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. EKP.3-31-09 1"I ALTERNATE BRACING DETAIL NOTES 1)2X4 NO:2 OR.BTR. FOR LEDGER AND STRONGBACK N A I L E D T O G E T H E R W I T H 1 0 D N A I L S I 6" OC. N O V 15 2007 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 1 O NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO E A C H V E R T . S T U D W I T H 2 - 1 O T O E N A I L S 4)THE lOd NAILS SPECIFIED FOR LEDGER AND ST R O N G B A C K A R E l O d B O X N A I L S ( 0 . 1 3 1 " D I A . X 3 . 0 " L G T ) THIS ALTERNATE BRACING DETAIL IS APPL I C A B L E T O S T R U C T U R A L G A B L E E N D IF THE FOLLOWING CONDITIONS ARE METE -MAIMUMHEIHT"OF-TRUSS'=8'.'5", UNLESS-OT-HERWISE-SPECIFIEDB'('PROJECTENG.ORQU A L I F I E D B U I L D I N G D E S I G N E R , MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7-0" THE HORIZONTAL TIE MEMBER AT THE VENT OPENING S H A L L B E B R A C E D @ 4-0" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE AR E A N Y Q U E S T I O N S . qARjWV& Vrf,y dgn po,,n,nnte,- e,,4 )tE,tD ROTES ON TJVS Ah'D L'CLVED )d77.r?t P.F.&flENE AG .7473 .FRrt VS. Design votd for use only with Mirek connectors. this design ts based only upon parameleru drown. and is tar a,, frrdivldual building component. APPIiCObiIiIY at design pararrrcrrlers and properlrreorpordl ion at component in renponslbitly ol building designer .noi runs designer. B r a c i n g s h o w n Is for ioieroi support ci individual web members only. Addilionol iemporory bracing to Insure stability during con s i r u c i l o n i s t h e r e s p o n s i b i l I t y a t t h e erector. Addii3Orsoi permanent bracing of the overo i l s i j U c i u r 8 i s t h e r e s p o n s i b i l i t y a t [ h e b u i l d i n g d e s i g n e r . F o r g e n e r a l g u i d a n c e r e g a r d i n g md brocir,a, cor,suii Ailsi/71`I1 Quiity Criteria, DSB.BI and BCSI1 Building Component m7 Greenback Lane 1SuiinlOg .. CF.rus Heighis, CA. 561 ..., Miiek INTERIOR BEARING OFFSET DETAIL Mit/SAC - 6 I3OI2oo4 PAGE i MiTek Industries, Inc. Western Division Td rt NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF O R FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT r. rt TRIPLE WEB JOINT / -..../.... ••\• \\ ,/// \ \j // ,// IE WJR,W(G - V.,Vy drsign p .,reter end Jt54 0 WOTE5 OW 27US AJVD £iCLtfOCD M7TF.J.RCF.1WNC& ?A GE M17473 BEFORE USS. Design voild br use only wilts Mffe conrsecion. This design is based only upon parameters shown. and is loran indiulduol building coorponeni. AppbCobiliiY o( design parameniern and proper incor p o r a t i o n o i c o m p o r r e r r i i s r e s p o n s i b 5 i y o i building designor - not truss designer. flrocing shown is for ioierai supporl el IndtswiueI web members only. AddillonQi lernparary bracing to Insure siabilly during consinjciion is the resporsrlbliily oi the erecior. Adciliiorroi perrnoneni bracing oi lIre overall nin,ciLJre is the resparsslbiily of the building designer. For general gu l d o r r c e regarding rntvirsoiion. ueilfy control. sloroge. cleirvery, erection and bracing. consull AHsilipil Quoitty Criierie, 066-69 and 6CSi1 6ssiidirsg Comperreni --- .-•,_- -'- n..._ ,...1I,..,, WI S5759. S. /ñ046433 N OV 15 7777 Greenback Lane Suite 109 Citrus Iteighls, CA. 9561 - ... MiTeiC MITek Industries, Inc. Western Division LOTAL NUMBER O OFBREAK 4 X INCHES NAILS EACH SIDE MAXIMUM FORCE (Ibs) 25% LOAD DURATION SYP DF SPF HF 2x4 2x6 2x4 2x6 2x4 2x6 2x4 2.x4_ 2x6 14 21 24" 2240 3360 2065 3097 1750 2625 1785 2677 18 27 30fl 2880 4320 2655 3982 2250 3375 2295 3442 22 1 33 361,3520 5280 3245 4867 2750 4125 2805 4207 26 39 42' 4160 6240 3835 5752 3250 4B75 3315 4972 30 45 48" 4800 7200 [ 4425 1 6637 3750 5625 3825 5737 STANDARD REPAIR DETAIL 25% I MU/SAC - 21A 5004 PAGE j DIVIDE EQUALLY FRONT AND BACK CH 2x SCAB OF THE SAME SIZE AND GRADE AS THE B R O K E N M E M B E R T O E A C H F A C E O F T H E T R U S S (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION Q U A L I T Y A D H E S I V E A N D 1 G d N A I L S TWO ROWS FOR 2x4 THREE ROWS FOR 2x6) SPACED V o l : S T A G G E R E D A S S H O W N . ( . 1 4 8 ° d i a . x 3 " ) THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12 " . ( C = P L A T E L E N G T H F O R S P L I C E R E P A I R S ) THE MINIMUM OVERALL SCAB LENGTH REQUIRED ( L ) I S C A L C U L A T E D A S F O L L O W S : L'(2)X+C lOd NAILS NEARSIDE + lOd NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER TH A N O R E Q U A L T O T H E R E Q U I R E D X D I M E N S I O N F R O M A N Y PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6 " F R O M A N Y I N T E R I O R J O I N T ( S E E S K E T C H A B O V E ) DO NOT USE REPAIR FOR JOINT SPLICES OTES: THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICAT I O N S H O W N . T H I S R E P A I R D O E S N O T I M P L Y T H A T T H E R E M A I N I N G P O R T I O N O F T H E T R U S S IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED T O V E R I F Y T H A T N O F U R T H E R R E P A I R S A R E R E Q U I R E D . W H E N T H E R E Q U I R E D R E P A I R S A R E PROPERLY APPLIED THE TRUSS WILL BE CAPABLE OF SUPPOR T I N G T H E L O A D S I N D I C A T E D . ALL MEMBERS MUST BE RETURNED TO THEIR.ORIGJNAL P O S I T I O N S B E F O R E A P P L I N G R E P A I R A N D H E L D I N P L A C E D U R I N G A P P L I C A T I O N O F R E P A I R . THE END DISTANCE, EDGE DISTANCE ANDSPAC1NG OF NAILS S H N L L B E S U C H A S T O P V O T D U N U S U A L S P L I T T I N G O F T H E W O O D . WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS R E C O M M E N D E D T O A V O I D L O O S E N I N G O F T H E C O N N E C T O R P L A T E S A T T H E J O I N T S O R S P L I C E S . THIS REPAIR IS TO BE USED FOR SINGLE PLYIRUSSES I N T H E 2 y . . O R I E N T A T I O N O N L Y . i. THIS REPAIR IS LIMITED TO TRUSSES WITh NO MORETHAN m - i R E E R R o l c E N M E M B E R S . ................... Ak. WARNING - Verify dru-Ign pw-azr tersojsdJt5,4QNOT5SONftTSANDINCLUOSD lamiK Jt5F.5RJtJC5 PAOZ TIff1-74 73 .BEFOPJS . 1717 Greenbach Lane Suite 109 Design valid [or use only wIlt-s Mtteir connect on. This design is based only upon poromelers sh o w n , a n d i s br on Individual building comporrerrl. I Citrus t-1e19h15, CA, 956 11"-. Apprraoblflly or design poramenlern and proper Incorporation at compon e n t i s r e s p o n s i b i l i t y o f b u i l d i n g d e s i g n e r - not truss designer. bracing shown Is for IoIeroI support of IndivIdual web members ant5'. Additional lempo r o r y b r a c i n g t o I n s u r e s l o b b l y during construction in the renpanslblitly at live I erector. Addlliorsol permanent bracing ot he overall structure Is the respanstblilly at The building designer. For general guidance regarding I Iab,tcaliars. quality control storage, delivery, erection and bracing, consult ASISI/IPlI Quality Criteria, D513-89 and 1 1 C S 1 1 B u i l d i n g c o m p o n e n t i MiTek '-"' .',.'oloble tram Truss Plate Institute, 583 D'Orsotrio Drive, Madi s o n , WI 53719. I AL NC - NAILS )TES 4 & 8) CT TRUSS WEB MEMBERS RI/'.I LUI/L I F' Mitek Industries, Inc. WEB BRACING RECOMMENDATIONS MA)GMUM WEB FORCE (lbs.) BRACE 24O.C. 48"0.C. 72' O.C. SIZE BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE .A B C D BRACING MATERIAL TYPE C D 4.600* 4600* 4600* 6900* 1344 4600* 46O0'' 6900* 4034 6382 3942' 3942* 3942* 5914* 1344 3942' 3942* 5914* 3942* 5914.* 3450* 3450* 3450* 5175* 134-4 3450* 3450* 5175* 3450* 5175* 3065* 3055* 3056* 4500* 1344 3065* 3066* 4600* 3066* 4600* 2760* 2750* 2760* 4140* 1344- 2760* 2760* 4140* 2760* 1 4140* 250* 2509* 2509* 3753* 1344 2509* 2509* 3753* 2509* 1 3753* *CONTROLLED BY CONNECTION GENERAL NOTES C BRACING MATERLALS 1. X—BR&CINO IS REQUIRED TO TRANSFER THE CUMULATh'E LATERAL BRAZE FORCE 11410 ThE ROOF AND/on CUNC DIAPHRAGM. THE DLIPHRAGM IS To BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 1140: 45 5'I'P s2THESE GAL.GULAT1ONS-B.,SEO-DH-.LA1AL,-.BRACE..CAP,RflHG-2OF.THE.-WEB_FDRCE.. —OR— X—BRACIHG MATERIAL MUST BE SANE SIZE AND GRADE OR BE1TER, AS THE LATER)L BRACE I.'ATERIAL. AND SHALL BE INSTALLED IN SUCH A MANNER TI-IA,T IT INTERSECTS WEB MEMBERS " 4 #2. SRB (OF, HF, SPF) AT APPROX. 45 DECR AND SIIALL BE NAILED Ki EACH END AND EACH ITERI,IEDIA1t TRUSS Will-I 2-6d COMMON WIRE HAILS. (3—l6d NAILS FOR 2X5 FAATERLQ) CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. (THREE 6d NAILS FOR 2X8 LATER-4-1 BRACES) 2 X 3 #5, STO, CONSI (SPF, OF, HF, OR SYP) LAi' BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6 FOR AODTITOI4AL GUIDANCE REGARDING DESIGN AND INSTALLATiON OF BRACING, CONSULT 2 X 4 #. STD, CONST (SPF, OF, HF, OR SYP) DSB-8P TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HI?-91 I-WIOUNC INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTiTUTE. 553 D'ONOFRIO ORTYS. MADISON, WI. 53719. 7, SEE SERERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER- - 2 X 6 #3 OR BETTER (SPF, OF, HF, OR SYP) a. THE I6d NAILS SPECIFIED SHOULD BE 5.5 LONG AND 0i6Z' IN DIAMETER, IN ACCORDANCE WITH HOS 1991. T-RACE AND L-BRACE Nailing Pattern ice size Nail Size Nail Spacing x4 or 6 lOd (0.148X3") 8' 6, or B I16d(0.162X3 1/2") 8" D.C. jte: Nail along entire length of L-Brace orT-Brace (On Two-Piles Nail to Both Plies) Nails SPACING Mu/SAC - 23 I 8/27/2004 I PAGE 1 MiTek Industries, Inc. Western Division L-Brace or T-Brace Sim for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 I 1x4 2x4 j 2x6 1x6 2x6 2x8 2x8 -DIRECT suBsTrnjlioN NOT APLICABLE. / Section Detail Nails //Nails Web Web L-Brace T-Brace T-Brace or i-Brace Size for —two-Ply Truss L-BRACE ocT-BRACE Specified Continuous Rows of Lateral Bracing Web Size 1 2 (I-Brace)j 2x3 or 2x4 [ 2x4 2x4 2x6 2xB 2x6 j 2x8 2.x8 I 2x8 Nails .._lOd (0.148X3") @9" o.c. Web I-Brace Nails Detail - - Note: L-Bracing or T-Bracing to be used when continuous lateral bracing IS impractical,L-brace must cover 90% of web length. L-Brace or T-Brace must be same species grade (or better) as web me m b e r . The Stabilizer or Eliminator of1VliTe'tc Ind. Inc. Can replace the bracing members. Please .refer to engineering document providd by MiTe'K Ind. inc. WA.R.eal.'G - Var-ijy design porc atom e,sd.J5AD NOTES OW 53175 AWD LNDLODSP trl1Ti55 JZ&F5J15N17D J'WE 1,1JX747a 515 Mom 0513 t1S Design voId icr use only with Milet carrrrBclOrs. ThIS design is based only UpOfl parameters shown and is tar an indMduai building component. AppIcobilly ol design porameniers and proper Irroorporaltan at component is responsibiiliy ol building desigrrer- nat truss designer, gracIng shown is tar lot oral support _"p t indivIdual web members only. Additional I ernporory bracing to Insure stoblity during consiruciton is the rerpoaslblhiiy at the erector. AddiIioni psrrrmnenl bracing at Ihe overol structure I, lire responstistilty at the building designes. For general guidance regarding lobricollars, qualiy cantro storage, delivery. erection and broclrrg, cansuil Ai'lstfirii Quality Crilcfla, 0111-59 and BCIIt lauding Consponani 5oioy lnloflrrolion available tram Truss l'ialn instliuiB, 553 DOnatrin Drive, Modisarr, WI 53719, 7117 Greenback Lana Sails log Citrus l-ietghia, CA, I'Vill K MITke ,S REPORTTM Reissued June 1, 2007 _ This report is subject to re-examination in f' ears. ICC Eva l u ation Service, Inc. Buiness/Reional 0Thc8 35 ri1i9Road, Wr Ca9iomia 90501 w (562) 899-0543 Regional Offioa * 900 L/tooldair Road, Suite A Birmingham, ftiabarna 35213 (205) 592-9800 WViAW. I CCSg Regionat0ffice.e4o51.WestFssmr.Road Country Club Hills, llffnois 60478 v (708) 799-2305 DIVISION: 06-WOOD AND PLASTICS Section: 06175-7russ Plates REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD MISSOURI 63017 www.rnii.com EVALUATION SUBJECT: Milektm TRUSS CONNECTOR PLATES: M-16, MII 1 6 , M - 2 0 , MII 20, M-20 HS, Mll 20 HS. and MT20HS 1.0 EVALUATION SCOPE Compliance with the following codes: 2006 International Building Code' (IBC) s 2006 International Residential Code' (IRC) a 1997 Uniform Building Code-P" (USC) Properties evaluated: Structural 2.0 USES M(7äkm metal truss connector plates are used a s j o i n t connector components of light wood frame tru s s e s . 2.0 DESCRIPTION 3.1 M1Tek5 M-16andMll16: Model M-16 and Model Mll 16 metal truss conn e c t o r p l a t e s are manufactured from minimum No. 16 gag e [ 0 . 0 5 7 5 i n c h total thickness (1.46 mm)), ASTM A 653 SS; G r a d e 4 0 s t e e l , with a G60 galvanization coating [0.0005 inc h t h i c k n e s s o n each side (0.013 mm)) and having a base-me t a l t h i c k n e s s o f 0.0565 inch (1.44 mm). Slots 0.54 inch (13.7 mm) in length are punched along the perpendicular axis o f t h e p l a t e s . T h e metal displaced by the slot is lanced and for m e d i n t o t w o opposing teeth, protruding at right angles from t h e f i a t p l a t e . Each tooth is diagonally cut, thereby formin g a s h a r p p o i n t . The teeth are additionally shaped into a twisted co n c a v e f o r m , facing the slot cutout area. Teeth are 0.16 inch ( 4 . 1 m m ) w i d e and 0.37 inch (9.4 mm) long, and there are 4 . 8 t e e t h p e r - - square Inch (0:0074teeth'per square-millimeter)Dfplate'area" Plates are available in 1-inch (25.4 mm) width i n c r e m e n t s , u p to 12 inches (305 mm), and lengthwise in 1 1/47inch (31.7 mm) multiples. See Figure 1 of this report for deta i l s . 3.2 MiTek5 M-20 and Mu 20: each side (0.013 mm)] and having a base-metal t h i c k n e s s o f 0.0346 inch '(0.88 mm). The plates have repe a t i n g 1 - i n c h - square (25 mm) modules of teeth stamped o u t a n d f o r m e d a t right angles to the face of the parent metal. Each m o d u l e h a s four slots, 0.45 inch (11.4 mm) long and 0.12 5 i n c h ( 3 . 2 m m ) wide, fabricated by punching two teeth out of ea c h s l o t a n d resulting in each module having eight teeth. Th e t r a n s v e r s e centerlines of adjacent slots are staggered 0.15 i n c h ( 3 . 8 m m ) in a longitudinal direction. Longitudinal centerlin e s o f s l o t s a r e spaced 0.25 inch (6.4 mm). Each slot has a 0 . 3 3 - i n c h - l o n g (8.4 mm) tooth at each end Each tooth is f o r m e d w i t h a symmetrical V-shaped cross section at its b a s e , a n d t w i s t s approximately 22 degrees to its point See Figu r e 1 o f t h i s report for details. 3.3 MiTek®M-20'HS, Mll 20 HS, and MT20HS: Models M-20 HS, MIl 20 HS, and MT20HSIm m e t a l t r u s s connector plates are manufactured from m i n i m u m N o . 2 0 gage [0.0356 inch total thickness (0.9 mm)], A S T M A 6 5 3 Grade 60, high-strength, low-alloy steel wi t h i m p r o v e d formability (HSLAS-F), with a G60 galvaniz a t i o n c o a t i n g 10.0005 inch thickness on each side (0.013 m m ) I a n d h a v i n g a base-metal thickness of 0.0346 inch (0.68 m m ) . R e p e a t i n g 'l,-inch-by-1 -inch (19 mm by 25.4 mm) modu l e s o f t e e t h a r e stamped Out and formed at right angles to the face of the parent metal. Each module has three slots, D . 4 5 i n c h ( 1 1 . 4 mm) long and 0.125 inch (3.2 mm) wide, fabr i c a t e d b y punching two teeth out of each slot area, and resul t i n g i n e a c h module having six teeth. Each module is separa t e d b y a 0 . 2 5 - inch-wide (6.4 mm) strip of unpunched steel . T h e t r a n s v e r s e centerlines of adjacent slots are staggered 0.15 i n c h ( 3 . 8 m m ) in the longitudinal direction. Longitudinal cente r l i n e s o f s l o t s are spaced 0.25 inch (6.4 mm). Each slot has a 0. 3 3 - i n c h - l o n g (8,4 mm) tooth at each end. Each tooth is additionally s h a p e d , twisting an approximate 22 degrees to its poin t . S e e F i g u r e 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the f u l l d e p t h o f their teeth by hydraulic-platen embedment p r e s s e s , m u l t i p l e , roller presses that use partial embedment f o l l o w e d b y f u l l - embedment rollers, or combinations of par t i a l e m b e d m e n t roller presses and hydraulic-platen presses th a t f e e d trusses into a stationary finish roller press. Trus s e s m u s t b e assembled Within-the tolerances 'provided by the TrussPlate Institute's Quality Criteria for Metal Plate Conn e c t e d W o o d Trusses, shown as Section 4 in ANSIITPI I Nat i o n a l D e s i g n Standard for Metal Plate Connected W o o d T r u s s Construction. Model M-20 and Model MIl 20 metal truss con n e c t o r p l a t e s are manufactured from minimum No. 20 gage .1 0 . 0 3 5 6 i n c h total thickness (0.9 mm)), ASTM A 653 SS, G r a d e 4 0 s t e e l , With a G60 atvanizaticu.•toating '.p,0035'incfith i c k n e s s on 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate co n n e c t e d w o o d iof 'arid -Boo r.niSSeS are shown in Tables 1 a n d 2 o f t h i s R.Epogrs" ore not to be conscruca as representing c4s1helics or any olheroffribtirEs T'mf pec(ficm1lyoJreed ear are they to be cane/rued as an endorsement of/he subject oJ"the report are recommendation for Its use. There is no warranrj by .1CC Evaluation Service, Inc., express 0' iThpii4 as to wyfiring or ofher mo/Icr in this report, or as to any product covered by the report. Pagel of5 Page 2 of 5 ESR-1311 the joint This evaluation report is limited to the evaluation f report Allowable design values are applicable when the 5.5 connection is made with identical plates on opposite sides of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates has not been .gradedin complianceth the applicable building code MiTek® Industries metal truss connector plates must be All lumber used in the fabrication of trusses using and must have a moisture content not exceeding 19 from ANSIJTPI 1 Section 6.4.5.must be applied to the percent at the time of assembly. Wet service factors evaluated. table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-retardant-treated lumber or preservative-treated lumber. 5.6 Metal truss connector plates must.be installed in pairs, on opposite faces of truss members. 5.7 Galvanized GSO metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPl 1. 5.8 MiTek® metal truss connector plates are manufactured in Columbia, Missouri; Phoenix, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPl 1-2002. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION 5.4 The design values (lateral resistance values, effective tension strength ratios, and effective shear resistance The MiTek® connectors are identified by an imprint of the plate ratios) used in the design of trusses, using MiTek5 . name embossed into the surface of the plate (for example, the Industries metal truss connector plates, must not exceed .. M-16 plate is embossed M-16'). Additionally, boxes those listed in Tables 1 and 2 of this report. Load containing the connector plates must be labeled with the combination reductions must be in accordance with the MiTek® Industries name, the metal connectorplate model, and applicable code, the evaluation report number (ESR-1311). 5.0 CONDITIONS OF USE The 1liTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered bythis report, such as truss design, fabrication, quality assurance and special inspection, refer to ANSIITPI 1, engineering drawings and the applicable code. Page 3 of 5 ESR-'1311 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAL)UC-PLATEN EMBEDMENT3 (Ib'in2/PL&TE). LUMBER SPECIES Sc AA I EA AE EE 4l-16 AND VIII-1 6 Douglàsifr-larch 0.5 176 121 137 126 I-tern-fIr 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir-larch 0.5 220 195 180 190 Hem-fir 0.43 185 148 129 145 Spruce-pine-fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MIl 20 HS and MT20HS Douglas fir-larch 0.5 165 146 135 143 Hem-fIr 0.43 139 111 97 109 Spruce-pine-fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 I-or SI: 1ID/in= b.v KFa. NOTES: 'Tooth holding units = psi for a single plate (double for plates on both faces when a p p l y i n g t o a r e a o n o n l y o n e f a c e ) : T o a c h i e v e v a l u e s , p l a t e s must be installed on opposite sides of joint. 2,A,A = Plate parallel to load, wood grain parallel to load EA= Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular.to load, wood grain perpendicular.to load....... 3A11 truss plates are pressed into the wood for-the full depth of their teeth.by hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed byfull-embedment rollers, or combinations of partial e m b e d m e n t r o l l e r p r e s s e s . a n d h y d r a u l i c - p l a t e n . p r e s s e s t h a t . f e e d busses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND.SHEAR RESISTANCE ALLOWABLE DESI G N V A L U E S ' PROPERTY M-16 AND MII 16 M-20 AND Mil 20 M-20 HS,.MII.20HS AND MTZOI-tS FORCE DIRECTION Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds! inch/Pair of Connector Plates Efficiency Pounds/ inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPl-1 (Minimum Net Section o v e r t h e J o i n t ) ' Tension @ Do 0.70 2012 0.50 880 0.59 1505 Tension @ 90 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e ) 1 3 Maximum Net Section Occurs over the Joine Tension @ 0 0.68 1945 0.62 1091 0.67 1716 Tension @ 90 .0.30 849 0.48 841 0.52 1321 Shear Values Shear © 0 0.54 1041 0.49 574 0.43 761 Shear @ 30 0.61 1173 0.63 738 0.61 1085 .0.SLL...... Shear @ 90 0.55 1055 1402............0.7.9....-....936 0.55 ............-. 645 0.45 792 -Shear @60 .....0.73 Shear@ 120 0.46 914 0.42 490 0.34 606 Shear@ 150 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, linch = L5.4 mm. NOTES: 'Minimum coated thickness is 0.0356 inch (0.904 mm) for 20gage:or 0.0575 inch (1.46 1 m m ) f o r 1 B . g a g e i n a c c o r d a n c e w i t h S e c t i o n 4 . 3 . 4 o f ANSI!TPI 1. Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, f o r b o t h s i d e s i n a c c o r d a n c e w i t h S e c t i o n 4 . 3 . 6 o f A N S I / T P I . 2Minirnum Net Section -Aline through the ptate'stooth paem t'meminiTnunn amount of steel for a specified o r i e n t a t i o n . F o r t h e s e p l a t e s , t h i s line passes through a line of holes. 3Maximum Net Section -Aline through the plate's tooth pattern with the maximum amount of steel for a specified o r i e n t a t i o n . F o r t h e s e p l a t e s , this line passes through a section of the plate with no holes. Page 4 of 5 ESR-1311 0.330 D.i60 0.427 8.4 mm A.Imm 10.8 mm WOTH M-16 5 M1116 0.125 0.250" 0.125" 0.365" 3.2 mm 6.4 mm 3.2 mm 9.3 mm ffttt 6 C6 F- Cl UUUE1lE1l ! !0UEUU .. LO Wmil T-20, Ml 120 FIGURE 1—APPROXIMATE DIMENSIONS OF MI T E K C O N N E C T O R P L A T E S ( i n i n c h e s ) ESR1311' Pages of 5 D.125' O25O' 05OD 0.365 3.2mm 6.4mm 12.7mm 9.3 mm ODD UOU ODD Duo Duo, 0 0U I I- o, I o I z L E I ii E9 E 0,00 Duo -C" Ono 000 J. WIDTH M-20 HS, Mll 20 HS, MT2OHS FIGURE 1—APPROXIMATE DIMENSIONS OF MIT E K C O N N E C T O R P L A T E S ( i n i n c h e s ) ( C o n t i n u e d ) NOV 15 2007 - UPLIFT TOE-NAIL. DETAIL MU/SAC -24 1 1111 8/2004 IPAGE 1 MITek Industries, Inc. JIM NOTES: Western Division : 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEG R E E S W I T H T H E M E M B E R AND STARTED, 1/1 THE LENGTH OF THE•NAIL.FROM THE M E M B E R-END ASSHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF N A I L S S H A L L B E S U C H AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF T H E B O T T O M C H O R D S P E C I E S DR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPE C I E S . END VIEW NEAR SIDE SIDE VIEW NEAR SIDE TO[ OF VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE-NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) DIAM. SYP 1 OF HF SPF I SPF-S ' .i1 I 5 7_46-i 31.6 29.8 I 20.3 .135 60.3 1 47.5 32.5 30.7 20.9 .162 72_3 57.0 39.1 36.8 25.1 .128 53.1 41,8 28.7 27.0 18.4 9 .131 54.3 428 29.3 j 27.7 18.8 .148 61.4 48.3 33.2 31.3 21.3 o .120 .45.9 . 56.6 { 36.2 2 Z. 24.8 3.4 o .128 49.0 38.6 26.5 25.0 17.0 b .131 50.1 39.5 27.1 25.6 17.4 .148 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE AP P L I E D . EXAMPLE: (3)-16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLA T E For Wind DOL of 1.33: .. (Ib(nail.)X133 (.DOL for wind)=146.81b Maximum AllowabeUplift React on D u e T o W i n d For Wind DOL of 1.60: 3 (nails) X 36.8 (lb/nail) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified bn the Truss Design Drawing is more than 146.8 lbs (176.6 Ibs) another mechanical uplift connection must be used. USE (3) TOE-NAILS ON 2x4 BEARING WALL USE (4) TOE-NAILS ON 2x8 BEARING WP-,LL W4PJYGVerlfgdperemeterCendREAD NOTES ONTJi1&A91)UurLODE 7EERF24OS PAGE WT-7473 BEFORE USE. Design sold lor use only wilh Mitek connectors. This design is based only upon porometers shown, and Is loran Individu a l b u i l d i n g c o m p o n e n t . AppeCob el design por componentmenlers ond proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is For toietoi Oly support of individual web members only. Additional temporory brocing to insure ciobitly during construction Is the responsibility at the erector. Additional perrrroner'i bracing of the oseroil structure is the responsibility of the building designer. For general guidance regarding loidiaotiafl, quoiy control. storage. detvery. erection and bracin g , c o n s u l t A N S I / T P t 1 Quality Cstlnrle. 056-89 and BCSI) Building Component IIrfl.Olion available iromTrue Plate Institute, 593 D'Onolrlo Drive, Modison, WI 53719. 7717 Greenback Lucre Suite 109 Cltnjs iteigiris, c& 9559C jj' Mileke UPLIFT TOE-NAIL DETAIL MIIISAC -25 1 1111812004 IPAGE 1 ® MITeN Industries, Inc. NOTES: Western Division ,A 2. TOE-NAILS 'SHALL BE DRIVEN AT'AN"ANGLE•OF30DEGR E E & W I T H T H E M E M B E R , AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE M E M B E R E N D A S S H O W N . THE END DISTANCE,' EDGE DISTANCE, AND SPACING OF N A I L S S H A L L B E S U C H AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE O F T H E B O T T O M C H O R D S P E C I E S FOR MEMBERS OF DIFFERENT SPECIES. [SQUARE CU7 TOE-NAIL SINGLE SHEAR VALUES PER NDS 20 0 1 ( l b / n a i l ) DIAM. J SYP f OF HF SPF SPF-S .131 88.1 { 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 .162 [118.3 108.3 93.9 91.9 60.2 .128 84.1 76.9 I66.7 65.3 57.0 .131 58.1 80.6 69.9 68.4 - 59.7 .148 106.6 97.6 84.7 ' 82.6 72.3 .120 73.9 57.6 I 56.7 57.4 J 50.1 128 34.1 75.9 66.7 I 65.3 57.0 .131 88.1 80:8 69.9 j 66.4 59.7 .148 106.6 97.6 64.7 J 82.5 72.3 JES SHOWN ARE CAPACITY PER TOE-NAIL JCABLE DURATION OF LOAD INCREASES MAY BE APPLIED. \MPLE: - 16d NAILS (.162" diam. x 3.5") WITH 5FF SPECIES BOTTOM C H O R D Ioad duration increase of 1.15: -tails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity SIDE VIEW SIDE VIEW (2x4, 2x6) (2x3) 3 NAILS 2 NAILS I NEAR SIDE IY /1 . NEARSIDE FARSIDE U \l NEARSIDE I FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE - - 45:00" .. .... \ NEAR SIDE I\ hi (2x6) 3 NAILS SIDE VIEW i NEARSIDE /\ NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 4WAPJdTJIG - VerLJdeg's p.re.Jrsntern end ABA P NOTES OW TRIS AND rNCL ODES BSDSK RBFEJ'SNcE PAGE JW.7473 5AFORJil 555. Design void for use only with MiTek connectors. This design Is based only upon par a m e t e r s s h o w n . a n d i s i o r o n i n d I v i d u o l b u l l d i n g c o m p o n e n t . Appilcobtilty of design poromeniers and proper Incorporation of component is respo n s i b i i l i y o f b u i l d i n g d e s i g n e r - not truss designer. Bracing shown Is for Iaieroi suppl of individual web members only. Additional temporary bracin g t o I n s u r e s i o b l l ) i y d u r i n g c o n s t r u c t i o n I s t h e r e s p o n s i b i l i t y a t t h e A,4,5IInnnl oerrnaneni bracing of he overall structure Is the responsibility of the building designer. For g e r s e m o i g u i d a n c e r e g a r d i n g ................................................................ .-..• .-...,o., ,-.n,.5,, fl5.7 end BC511 Building Component Citrus Fleights, CA, 9561 MiTek TER - - PRODUCTS INSPECTION To Whom it May Concern: This is to verify that Dixieline Lumber & Home Centers of Nati o n a l C i t y , C A i s a subscriber in the Timber Products Inspection (TIP) and Gen e r a l T e s t i n g a n d I n s p e c t i o n (GTI) Truss Quality Auditing Program. The TIP and GTI Truss Q u a l i t y A u d i t i n g Programs are recognized by the International Accreditation Serv i c e ( l A S ) w i t h t h e assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in th e w e s t b y t h e t r u s s industry and code jurisdictions since 1969. TP currently audit s t r u s s m a n u f a c t u r i n g facilities nationwide. TP is conducting unannounced, third party audits at the Dixie l i n e L u m b e r & H o m e Centers in National City, CA. This facility is currently in goo d s t a n d i n g i n t h e T P T r u s s Quality Auditing Program. Dixieline Lumber & Home Center s p e r s o n n e l a r e a u t h o r i z e d to apply the GTI quality mark to trusses that are manufactur e d i n a c c o r d a n c e w i t h t h e latest revision of the ANSI/TPI standards, All stamping tak e s p l a c e a t t h e t r u s s manufacturing facility, under supervision of qualified plant person n e l . If you have questions regarding the status of any plant in the T P / G T I p r o g r a m , p l e a s e contact Pepper Browne at (3 60) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager - Western Division 105 SE 124th Avenue Vancouver, Washington 986 8 4 • 360/449-3840 FAX: 360/449-3953 P.O. Box 919 1641 Sigman Road Conyers,, Georgia 30012 770/922-8000 FAX: 770 / 9 2 2 - 1 2 9 0 Wpartnunt of ihzithing nuh Oafrtij ' (frdifiratr of Appruuat FABRICATOR LICENSE NUMBER 2062 THiS CERTIFIES THAT DIXIELINE TRUSS DIVISION LOC 44TD AT 2740 Tidelands Avenue, National City CA 91950 IS APPROVED BY THE DEPARTMENT OF BUILD I N G A N D S A F E T Y U N D E R THE PROVISIONS OF SECTION _96.203 OF 'THE LOS ANGELES MUNIC IPAL C O DE AS A_TYPE I FABRICATOR of WOOD TRUSSES DATE. February 7, 2008 • I ANNUAL RENEWAL. March 151 , For The GENERAL ANAGER THIS CERTIFICATE IS THE PROPERTY OF THE CITY OF LOS ANGELES AND MAY BE REVOKED FOR ANY OF THE CAUSES SET FORTH IN A R T I C L E 8 , C H A P T E R 9 O F L A M C . LAOBS 6-248 R11,69 0 •. S • •••5•• 5 • S • S • I . • S S S I .ISI • S • ..ISS S • S I ii SIS .S•. I. • • a • • • •. I .• S • I •.•S• •SS .i.•S • .ISS • I SS• IS••' S S IS s•I • . S. 0 0.••S0 S S. . I 5•55 • •• . S .•S.. •••• . ••• •SSO.. S.. • . 00 I5 S S. 33-11-8 UI1• .11 _.I -•.I UII•!• tI1 . III i•• I fl . — i.i.iii;iT4U 11EUII!j!4U iIiiII!4iUIU tU•ih. .4hilIl lIi- ".iai•' II ' .. ... i• 97MIUm. Ii IIII.I.I.IuIJIp __ III.I -.. . .. I Lim I 1.. 1! 1.11 II... .: I. • i________ II!. • IL .1 .. 4UIuIuih.. .. • i :i:iu H iI•.NI1L Hill' 'Ill II iii p. iiI1I•11. I iIU!4iii iUUuii'i ill U lUU — —.---, II ::... : - : -. :rlllthli•U•11....-_. UI II . UI ...._il_. -._._II __iI•i i 0111144 102 TO2A TO2B TO2C TO2D TO2E 101 TOI A roi B roi C - SI 5 S SIS• . IS S I IQBOVE2ACEMENT.PLASLERO.V/DEaEOR __________ -AtTNA7 REP ECIFTEDSIIOPSOEOEEGITAE ROOF PITCH: 50. TN SS PLACEMENT ONLY. REFER To TRUSS wrind, S (BUILIIWG DESIGNER/ENGINEER OF RECORD CAIULATIONS AND ENGINEERED STRUCTURAL WALLS ATVAU #L -ALL BEAMS CONVENIIONAL ROOF FRAMING 5:1 S tAV4JNGS FOR ALL FURTHER INFORMATION. BY OTHERS Ii.. PR IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS BALLOONFRAMEO/P.AEE TO TRUSS BOTTOM L T/CAT CEILING PITCH: HEDRALAREAS CONNECTIONS. BUILDING DESIGNER.ENGINEER CHORD U.N.O. IA FLOOR WALL I :. .TJUSS DVSION OF RECORD TO RE VIEWAND APPROVE OF ALL 74 20 Tidea 1vue I 19A NS PRIOR TO CONSTRUCTION. .REFER TO TRUSS ENGINEERING FOR LOADING ANDREACTTONINFORMATTON. Sjational City, C •9950 Ak&-E1ESIGN6-ARE _PR OPER.T.YOFPROBUIL.0/OIX4EL,NE_ 21M FLOOR WALL 92636161 . Fax 61 -477-6891 ALL DESIGNS ARE NULL AND VOID IF NOT FABRICA TED BY -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD 1-800DIXIELINE PROBUILDIDIXIELINE. DEFLECTION. STD 10-09-08 ROOSVELT GARDENS! 18" REV1SION.F IAB.EtAT_E0RHUMANLT_ IZE: REVISION-2: 2x4 U.N.O. SAN DIEGO S SPACING: SCALE: 0 "0.0. U.N.O. 3/32= 1-0" E D I 08-2744 PCR08 132 2ROOSEVELT ST ROOSEVELT GARDENS- DEFERRED TRUSS FOR BLD 2ONLY —ro FSC3-L LADf o-v Pt!. 07 -1-t6 /z///o- Approved Date Dy Building Planning 10/4 Engineering Fire Health I F.O.G. HazMatlAir Quality - Comments Date Building 11&2 1 Planning - Engineering Fire Forms/Fees Sent Recd Due? By School C FD PE&M V Special _map. Fire V Sewer- V Fees Complete Annfication £ Rebated Dnr CnmnJte City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 03-06-2009 Plan Check Revision Permit No:PCR09007 Building Inspection Request Line (760) 602-2725 Job Address: 2578 ROOSEVELT ST CBAD Permit Type: PCR Status: ISSUED Parcel No: 2031023300 Lot #: 0 Applied: 01/23/2009 Valuation: $0.00 Construction Type: 5B Entered By: KG Reference #: Plan Approved: 03/06/2009 PC #: PC070048 Issued: 03/06/2009 Project Title: HABITAT FOR HUMANITY-ARCH,STRU Inspect Area: CHANGES,MECHANICAL CHANGES Applicant: Owner: SAN DIEGO HABITAT FOR HUMANITY INC SAN DIEGO HABITAT FOR HUMANITY INC 10222 SAN DIEGO MISSION RD 10222 SAN DIEGO MISSION RD SAN DIEGO CA 92108 SAN DIEGO CA 92108 Plan Check Revision Fee $240:00 Additional Fees $0.00 Total Fees: $240.00 Total Payments To Date: $240.00 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You 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 irocessing 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. C i t of Car l sb a d Plan Check Revision No. 0 'O 07 Original Plan Check No._SPO ? Project Address i' ) '9 VIf7 Date '1-231 09 Name of Business at Project Address &JO/2OJ-,i In 7_FO/J1(/X44-j(Jj7.- Contact 4,27PdtJ Ph &'() _3OY Fax Email s,II4i'TosU ContactAddress 102S _c/IJSIIJ,Q £4O4o City O. Zip /O General Scope of Work CD IV 1Ir!ffI4t2 _/ /31c I3'r (&uIV7 7_-CFI7S7A1/eS) Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 Elements revised: fl Plans E Calculations FSoils Energy Other. 2 Describe revisions in detail 3 List page(s) where each revision is shown 4 List revised sheets that replace existing sheets 44L'S •c//7 " 5 Does this revision, in any way, alter the exterior of the project? 6 Does this revision add ANY new floor area(s)? El Yes 7 Does this revision affect any fire related issues? Yes 8 Is this a complete set? Yes No Signature 1635 Faraday Avehue, Carlsbad, CA 92008 Yes • E No KNo ,%No Phone: 7(fr'602-2717/ 2718/ 2719 Fax: 760-602-8558 - _vAL''(_-tA- - City of Carlsbad. Building Department . 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541 / Fax: 760-602-8558 Plan Check Comments / 2007 Codes To: From: Steve Borossay AcL Fax: - 2 9 Pages: ) "Piionw Date: Ij9r-ii Re: o o 7 Address: .c e ak- c4- Ur—geWt 0 For Review . Please Reply Please make coirections on me oar/na/s and tun TWO newpflnts. Red maiM on plans are pat of thIs comment//st. Please return red marked set also. L LIT- oSf'1 vs.. 1 9 -a i+i z 4 c c T1€ oiJ rtkJce4 i'(v. M ?So H . . 7 /-" > - .......j T z 4-) ( 40 $94QM. Contact Hours for Steve Borossay: Tuesday through Friday, 1pm — 5pm City of Carlsbad + "M Building Department 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-7541 / Fax: 760.602-8558 Plan Check Comments /2007 Codes. To: '- \ ----,--- From: Steve Borossay Fax: Pages: Phone: Date: --7 z -i / 00f opt, I ~' A . Re: 7 Address: -4-- 0 Urgent For Review [ Please Reply Please make corect/ons on the o1'iglnals and IvIi iWO newpMnts. Red maiks on plans are pan' of this comment list. Please return red maiked set al s o T \ + .J- -1--f Ir ¶oNtO, )( Contact Hours for Steve Borossay: Tuesday through Friday, 1 p m - 5pm PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST IL >S >1 >.. .0 .0 .0 Plan Check No. go, tO?Y1 Address 2.-7 Planner Pwsi't, StLM Phone (760) 434- APN: Type of Project & Use: Net Project Density: 1. i' DU/AC Zoning: J(L General Plan: SI Facilities Management Zone: / CFD (in/out) #_Date of participation: Remaining net dev acres:______ Circle One (For non-residential development: Type of land used created by this permit:______________________________________________ Legend: Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES NO TYPE &xrw__ Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES NO TYPE APPROVAL/RESO. NO: DATE - PROJECT NO. 1?_ô--flt OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval:___________________________________________________ -ci U El Coastal Zone Assessment/Compliance Project site located in Coastal Zone?YES N0$ CA Coastal Commission Authority? YES NO> 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): Coastal Permit Determination Form already completed? YES NO If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Determination Log as needed. El El Inclusionary Housing Fee required: YES NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing YIN, Enter Fee, UPDATE!) H:\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 Site Plan: 1. 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). * 2. Provide legal description of property and assessor's parcel number. ii.i• Policy 44 - Neighborhood Architectural Design Guidelines D 1. Applicability: YES NO'4 2 Project complies YES NO________ Zoning: iJfPc 'TO 1I41' U 0 Setbacks: Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Top of slope: Required Shown U 0 Accessory structure setbacks: Front: Requird Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown U 0 Lot Coverage: Required Shown Height: Required LII 0 Shown 15 Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI 0 Additional Comments U4JT -r E&A0 - -- PAThv OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER _________ DATEZ13 f03 H :\ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 February 3, 2009 TO: BUILDING DEPARTMENT FROM: Assistant Planner, Redevelopment Department ROOSEVELT GARDENS (RP 04-04A) 2578 ROOSEVELT ST. APN: 203-102-33 PLAN CHECK NO. PCR09007 I have reviewed the building plans for the above referenced project. The Housing and Redevelopment Department supports the plan revision for this project. This information has been entered into Permits Plus. If you have any questions, please contact me at x2813. AUSTIN SILVA )DAVIS GROUP PHONE 619.2325990 619.232.5992 ARCHITECTURE+ PLANNING January 20, 2009 To Whom it Concerns: The Roosevelt Gardens a portion of the plans have been revised ("Revision #3) as follows: BUILDING #1: Sheet Al. 1 and Al. 3 - l. Floor: Unit A stacked Washer-Dryer relocated.. Electric Meters relocated and tankless w.h.'s added. Sheet A1.2 and Al .4 - 2'. Floor: Unit C stacked Washer-Dryer relocated, FAU moved to Attic and Bedroom 2 added. Unit BR Unit C stacked Washer-Dryer relocated, FAU moved to Attic. Sheet A1.5 Roof Plan revised to relocate Attic Draft Stop Sheet A1.7 Rear Elevation revised to show revise door location and flue vents. Sheet A1.8 Sections B, C & D revised. BUILDING #2: Sheet A2.1 and A2.3 - l. Floor: Electric Meters relocated and tankless w.h.'s added. nd Sheet A.2 and A2.4 - 2.Floor: Unit C stacked Washer-Dryer relocated, FAU moved to Attic and Bedroom 2 added. Unit B Unit C stacked Washer-Dryer relocated, FAU moved to Attic. Sheet A2.5 Roof Plan revised to relocate Attic Draft Stop Sheet A2.7 Rear Elevation revised to show revise door location and flue vents. Sheet A2.8 Sections B revised. Structural Plans have been revised to accommodate above. M/P plans revised by others to address the above. Best regards, Wayne Davis, AlA - Principal Architect DAVIS GROUP -Architecture + Planning ftt$007 610 West Ash Street • Suite 1103 San Diego, CA 92101 619.232.5990 10222 San Diego Mission Road San Diego, CA 92108-2135 (619) 283-HOME (4663) Fax (619) 516-5264 www.sdhth.org 0 San Diego Habitat E V'for Humanity® Building February 27, 2009 houses, building hope For: Steve Borossay Re: Roosevelt Garden 2578 Roosevelt St. PCRO9007 Re-submittal with corrections Contact: Joe Carton General Superintendent- 61,9-247-3054, ~4" --~ V,/N J' uJf(A I TITLE 24 REPORT Title 24 Report for: Roosevelt Gardens - Building 1 Roosevelt Ave Carlsbad, CA Project Designer: Davis Group Architecture & Planning 610 West Ash, Suite 1103 San Diego, CA 92101 619.232.5990 Report -Prepared By: Farzad Tadayon PE T-Squared Professional Engineers, Inc.. 1340 Specialty Drive Suite E Vista, CA 92081- (760) 560-0100 Job Number: 07047 Date: 2/17/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EneryPro 4.4 by EnergySoft Job Number: 07047. / ser u . I TABLE OF CONTENTS Cover Page Table of Contents 2 Form CF-1 R Certificate of Compliance 3 I EnergyPro 4.4 by EnergySoft Job Number: 07047 User Number: 5511 Certificate Of Compliance : Residential (Part 1 of 3) CF-1 R Roosevelt Gardens - Building 1 2/17/2009 Project Title Date Roosevelt Ave Carlsbad Project Address I Building Permit # T-S ijird Professional Enginrs Inc- (760) 560-0100 Docun4entation Author Telephone Plan Check/Date I EnrnvPrn CA Cli mate 7nn_07 Field Check/Date Complice Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 3.23 1.13 2.09 Space Cooling 5.52 5.62 -0.09 Fans 1.14 1.06 0.07 Domestic Hot Water 26.20 21.21 5.00 Pumps 0.00 0.00 0.00 Totals 36.09 29.02 7.07 Building Type: Y Single Family LI Multi Family Building Front Orientation: Fuel Type: Fenestration: Area: 620 ft 2 Ratio: 18.3% BUILDING ZONE INFORMATION Zone Name LII Addition Total Conditioned Floor Area: LI Existing + Add/Alt Existing Floor Area: (N) 0 deg Raised Floor Area: Natural Gas Slab on Grade Area: Average Ceiling Height: Avg. U: 0.28 Number of Dwelling Units: Avg. SHGC: 0.38 Number of Stories: #of Thermostat - Floor Area Volume Units Zone Type Type - 9990 20905 5 00 ('.onditionod Spthak 3,380 ft2 n/a ft2 ft2 ft2 7.9 ft 5.00 2 Vent Hgt. Area 9 n/a OPAQUE SURFACES Insulation Act. Type Frame Area U-Fac. Cay. Cont. Azm. Tilt Roof Wood .1; .1; 0 012 P.90 P-PP 0 C) Wall Wood 40 ._QJjQ R-11 R.00 45 90 Roof Wood 105 0032 R-30 R.00 0 0 Wall Wood 90 0110 P.11 R-OP 45 90 Wall Wood 04 0110 R-11 R-PP 225 90 Wall Wood 76 _QJIO R-11 R-OO 315 90 Roof Wood 191 _Q ü32. P.90 P-OP P 0 Wall Wood 109 0110 P.11 P-PP 225 90 Wall Wood 43 0110 R.11 R-00 315 90 Roof Wood 124 0032 R.30 P-PP 0 0 Wall Wood 9 0110 R.iiflfl o 45 90 Wall Wood 90 0110 P-Il R.PP 135 90 Wall Wood 8 0110 R.11 R-OO 225 90 Roof Wood gs _0 022 P.90 P-OP P 0 Wall Wood 64 _011.0 .ii n-Op 45 90 Wall Wcj 80 0110 P-li P-OP 135 90 Roof Wood 129 P.90 n-Op 0 p Wall Wood 91 0110 R-11 R-OO 195 90 Wall Wood 101 0110 P-Il P-PP 915 90 Roof Wood 55 0032 R-30 R-O P 0 P Wall Wood 40 0110 R-1i_Rfl o 225 90 Roof WocL 105 0032 P-SO R-OO 0 0 Wall Wood 64 0110 P-li P-OP 45 90 Wall Wood 102 0110 P-il P-PP 225 90 Wall Wood 70 0110 R-ii P-PP 915 90 Gains Condition Y / N Status JA IV Reference Location / Comments [Energro 4.4 by Energofl User Number: 5511 Job Number: 07047 Paae:3 of 8 1 -I Certificate Of Compliance : Residential (Part 1 of 3) CF-1 R Roosevelt Gardens - Building 1 2/17/2009 Project Title Date Roosevelt Ave Carlsh2d Project Address Building Permit # T-Siird Prpfs5i0n2l Enginrs Inr. (760) 560-0100 Docunientation Author Telephone Plan Check/Date EnryPrn CA Climate 7nne 07 Field Check/Date Compli nce Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 3.23 1.13 2.09 Space Cooling 5.52 5.62 -0.09 Fans 1.14 1.06 0.07 Domestic Hot Water 26.20 21.21 5.00 Pumps 0.00 0.00 0.00 Totals 36.09 29.02 7.07 I better than Standard: 19.6% Building Type: 1 Single Family EJ Addition El Multi Family •El Existing + Add/Alt Building Front Orientation: (N) 0 deg Fuel Type: Natural Gas Fenestration: Area: 620 ft2 Avg. U: 0.28 Ratio: 18.3% Avg. SHGC: 0.38 BUILDING ZONE INFORMATION Zone Name Floor Area Volume Total Conditioned Floor Area: 3,380 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: o ft2 Slab on Grade Area: 0 ft2 Average Ceiling Height: 7.9 ft Number of Dwelling Units: 5.00 Number of Stories: 2 # of Thermostat Vent Units Zone Type Type Hgt. Area OPAQUE SURFACES Insulation Act. Gains Condition Type Frame Area U-Fac. Cay. Cont. Azm. Tilt Y / N Status JA IV Reference Location / Comments Roof Wood 191 0032 P-SO P-nO C) 0 Wall Wood 109 0110 R-11 P-DO 45 90 Wall Wood L 43 0110 R-11 P-OP 315 90 Roof Wood 124 _0J032. R-30 R-00 C) C) WaILWoL 8 0110 R-11 P-OP 45 90 Wall Wood 80 0110 P-il R-00 135 90 Wall Wood 9 0110 P-li P-On 225 90 Roof Wood 99 _QJ]3a R-30 R-0 0 0 0 Wall Wood 80 0110 P-il P-00 135 90 Wall Wood 64 0110 P-il P-Op 225 90 Wall Wood 102 0110 P-il P-00 45 gp Wall Wood 64 0 110 P-i 1 R-O 0 225 90 Wall Wood 76 0 110 R-1 1 R-0 0 315 90 Wall Wood 109 0110 R-11 P-On 225 90 Wall Wood 23 0110 R-11_ftflO 315 90 Wall Wood 8 0110 P-Il P-OP 45 90 Wall Wood 80 0110 P-il P-On 135 90 Wall Wood 8 0110 P-li P-On 225 90 Wall Wood 64 0110 P-li P.00 45 An Wall Wood 80 0110 R-11 P-Op 135 90 Wall Wood 64 0110 R-11 P.00 45 90 Wall Wood 76 0110 P-li R-OO 315 90 Wall Wood 109 0110 R-11 R-OO 45 90 Will Wood 23 0110 fl-lI R-00 315 90 Wall Wood 80 0 110 R-1 1 P-C) 0 135 90 Certificate Of Compliance : Residential (Part 1 of 3) CF-1 R Roosevelt Gardens - Riiildinp Project Title 1 Date 2/17/2009 Roosevelt Ave Carlsbad Project Address Building Permit # T-Sqll2md Professional Engineers, Inc- (760) 560-0100 Docunientation Author P1 Check/Date Telephone an EnrqyPrn CompliAflce Method CA ClimtR 7one 07 Field Check/Date Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 3.23 1.13 2.09 Space Cooling 5.52 5.62 -0.09 Fans 1.14 1.06 0.07 Domestic Hot Water 26.20 21.21 5.00 Pumps 0.00 0.00 0.00 Totals 36.09 29.02 7.07 Percent better than Standard: 1906% I BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED I Building Type: J Single Family Addition Total Conditioned Floor Area: 3,380 ft2 Multi Family LI Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (N) 0 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 0 ft2 Fenestration: Average Ceiling Height: 7.9 ft Area: 620 ft2 Avg. U: 0.28 Number of Dwelling Units: 5.00 Ratio: 18.3% Avg. SHGC: 0.38 Number of Stories: 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area OPAQUE SURFACES Insulation Act. Type Frame Area U-Fac. Cay. Cont. Azm. Tilt Wall Wood 80 0110 R.11 R.00 12.5 90 Wall Wood 56 0110 R-11 R-OO 225 90 Roof Wood 65 _Q..032. P-SO P-gO 0 0 Roof Wood 12.0 0032 P-SO R-00 0 0 Wall Wood 60 0110 P-li P-OP 125 90 Roof Wood 147 0032 P-SO P-P 0 0 0 Wall Wood 84 0110 R.11 R-O0 45 90 Will Wood 8 0 110 P-i 1 P-P 0 225 90 Wall Wood 66 0110 P-lI R-00 315 90 Roof Wood 253 0022 P-SO P-Op 0 0 Wall Wood iii 0110 P-li P.00 225 90 Wall Wood 7 0110 P-il P-On 2.15 90 Roof Waa&_ 105 0022 P-SO R-OO 0 0 Wall Wood 60 0110 R-11 P-Op 135 90 Roof Wood _ 82 0032 P.30 P-Op 0 0 Wall Wood 72 0110 P.11 R-00 12.5 90 Wall Wood AR 0110 P-li P.00 225 90 Wall Wood 24 0110 R-ii R-00 2.15 90 Gains Condition V / N Status JA IV Reference Location / Comments Run Initiation Time: 02/17109 13:09:43 Run Code: 1234904983 EnergyPro 4.4 by EnergySoff User Number: 5511 Job Number: 07047 Page:5 018 Certificate Of Compliance : Residential (Part 2 of. 3) CF-1 R Roosevelt Gardens - Building 1 2/17/2009 Project Title Date FENESTRATION SURFACES 2 True Cond. # Type Area U-Factor' SHGC Azm. Tilt Stat. Glazing Type Location! Comments L. Window Front (NE) 60 _0.28.0.NERC038 ..NERC 45 _911 Nw PPG SQl ARRAN 6o (2) Clear Bldg 1 - 2nd Floor - NE 2 Window Right (NW) 20.0 0.280 NFRC 0.38 NFRC 315 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 -2nd Floor - NE 2.. Window Rear (SW) 21.0 0.280 NFRC 0.38 NFRC 225 ....Q New PPG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor - NE .4.... Window Right (NW) 41.0 0.280 NFRC 0.38 NFRC 315 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor - NE 5_ Window Left (SE) 20.0 0.280 NFRC _0.38 NFRC 135 New PPG SOLARBAN 60 (2) Clear ....fi Bldg 1 - 2nd Floor - NE 6 Window Front (NE) 12.0 0.280 NFRQ 0.38 NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 1-2nd Floor - NE .L.. Window Left (SE) 20.0 _2f NFRC _O.3 NFRC 135 ....90. New PPG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor - Mid 8 Window Right (NW) 20.0 0.280 NFRC 038 NFRC 315 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor- Mid .9.. Window Front (NE) 21.0 0.28 NFRC _0.38 .JNERC 45 .....90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor - Mid J.0 Window Right (NW) 41.0 0.280. NFRC .O..3 .NFRC 315 _90 New ERG SOLARBAN 60 (2) Clear Bldg 1 - 2nd Floor - Mid jj Window Left (SE) 20.0 0.280 NFRC 0.38 NFRC 135 ...90 New PPG SOLARBAN 60 (2) Clear Jig 1 - 2nd Floor- Mid 12 Window Rear (SW) 12.0 0.280 NFRC _0.38 NFRC 225 New PPG SOLARBAN 60 (2) Clear .....90 Bldg 1 - 2nd Floor - Mid i.a Window Right (NW)_20_0.28DJIERSL38. NFRC 315 90 New PEG SOLARBAN6O(2)Clear BIdgi -lstFloor-NE 14. Window Rear (SW) 21.0 0.280 NFRC. 0.38 NFRC 225 .90 New PPG SOLARBAN 6O(2)Clear BIdgi - lstFloor - NE 15 Window Right (NW) 41.0 0.280 NFRC 0.38 NFRC 315 New PPG SOLARBAN 6O(2)Clear .....90 Bldg - lstFloor - NE 16 Window Left (SE) 20.0 0.280 NFRC 0.38 NFRC 135 New90 PPG SOLARBAN 6O(2)Clear BIdgi - lstFloor - NE 17 Window Front (NE) 12.0 0.280 NFRC 0.38 NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 1-lstFloor-NE .18 Window Right (NW) 20.0 0.280 NFRC 0.38 NFRC 315 90 New PPG SOLARBAN 6O(2)Clear Bldg - lstFloor - Mid .19. Window Front (NE) 21.0 2D NFRC-OM .NFRC 45 ._90 New ERG SOLARBAN 60 (2) Clear Bldg 1 - 1st Floor - Mid 1. Indicate source either from NFRC or Table lisA. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt: LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 .4.... Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bua Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location! Type (sf) (in.) Cap. Cond. R-Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location! Type Length R-Val. Location JA IV Reference Status Comments Run Initiation Time: 02/17109 13:09:43 Run Code: 1234904983 EnergyPro 4.4 by Energysoft user Number: 5511 Job Number: 07047 Page:6 of 8 IJ Certificate Of Compliance : Residential (Part 2 of 3) CF-1 R Roosevelt Gardens - Building 1 2/17/2009 Project Title Date FENESTRATION SURFACES # Type Area U-Factor' SHGC2 True Cond. Azm. Tilt Stat. Glazing Type Location! Comments .20. Window Right (NW) 410 _0.280 NFRCfL3S NFRC 115 _9Nw PPG SOLARRAN6O(2)Clear Bldgl - lstFloor - Mid 21 Window Left (SE) 20.0 0.280 NFRC 038 NFRC 135 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1st Floor - Mid 22 Window Rear (SW) 12.0 0.280 NFRC 038 NFRC 225 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1st Floor - Mid 23 Window Left (SE) 20.0 0.280 NFRC 038 NFRC 135 New PPG SOLARBAN 60 (2) Clear .90 Bldg 1 - 1st Floor - SW 24 Window Right (NW) 20.0 0.280 NFRC .0.38 NFRC 315 .....90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1St Floor- SW 25 Window Rear (SW) 25.0 0.280 NFRC 0.38 NFRC 225 90 New PPG SOLARBAN 6O(2)Clear Bldg 1-1stFloor-SW 2E Window Right (NW) 41.0 _ 2 NFRC .3 ..NFRC 315 _90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1St Floor -SW 27 Window Left (SE) 20.0 0.280 NFRC 038 NFRC 135 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1St Floor - SW 28 Window Rear (SW) 12.0 0.28o NFRC Q NFRC_225... 90 New PPG SOLARBAN 60 (2) Clear Bldg 1 - 1st Floor - SW 1. Indicate source either from NFRC or Table 11 6A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 . Bug Screen 0.76 .26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location! Type (St) (in.) Cap. Cond. R-VaI. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location! Type Length R-Val. Location JA IV Reference Status Comments Run Initiation Time: 02/17/09 13:09:43 Run Code: 1234904983 EnergyPro 4.4 by EnergySoft User Number: 5511 Job Number: 07047 Page:7 018 Certificate Of Corn Dliance: Residential (Part 3 of 3) CF-1 R Roosevelt Gardens - Building....1. ............ ............ ..2/17/2009 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type Central Furnace 94% AFUE No Cooling 13.0 SEER - - New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R-Value Status Tested? Ducted Ducted Attic 4.2 New No Hydronic Piping Pipe Pipe Insul. SystemName LengthDiameterThick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R-Value SystemName TypeDistributionSyst.(Btu/hr)(gal)Status or RE Loss (%) Ext. RinnaiREU-V2020W-US-N Instant Gas No Pipe Insulation 5 150,000 0New 0.80 500 n/a Multi-Family Central Water Heating Details HotWaterPump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Ni Title/Firm: Davis Grout) Architecture & Plannina Address: 610 West Ash, Suite 1103 San D A 9210let Telephone: 401, Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: Farzad Tadavon PE Title/Firm: T-Sguared Professional Engineers, _Inc. Address: 134Q'$pecialty Drive Suite E Tele (date) (date) EnerovPro 4.4 by EnerovSoft User Number. 5511 Job Number: 07047 Page: 8 of 8 1 TITLE 24 REPORT Title 24 Report for: Roosevelt Gardens - Building 2 Roosevelt Ave. Carlsbad, CA Project Designer: Davis Group Architecture & Planning 610 West Ash, Suite 1103 San Diego, CA 92101 619.232.5990 Report Prepared By: FarzadTadayon PE. T-Squared Professional Engineers, Inc. 1340 Specialty Drive Suite E Vista, CA 92081 (760) 560-0100 Job Number: 07047 Date: 2/17/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft,.LLC - www.energysoft.com. EnergyPro 4.4 by EnergySoft Job Number: 07047 User Number: 5511 C' I TABLE OF CONTENTS I Cover Page Table of Contents Form CF-1 R Certificate of Compliance EnergyPro 4.4 by Energysolt Job Number: 07047 User Number: 5511 Certificate Of Compliance : Residential (Part 1 of 3) CF-1 R Roosevelt Gardens - Project Title Rtiilding 2 2/17/2009 Date Roosevelt Ave Carlsbad Project Address Building Permit # T-Sniwircd Prnfssinnil Fnginrs Inc (760) 560-0100 Docunlentation Author Telephone Plan Check/Date EnrgyPrn Compliance Method CA Climate Znnt 07 Climate Zone Field Check/Date TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.41 0.77 1.64 Space Cooling 4.68 5.89 -1021 Fans 0.95 1.09 -0.14 Domestic Hot Water 25.62 20.76 4.86 Pumps 0.00 0.00 0.00 Totals 33.66 28.51 5.15 Building Type: Single Family LII Addition Total Conditioned Floor Area: 4,171 ft2 Multi Family LI Existing + Add/Alt Existing Floor Area: n/a ft2 Building Front Orientation: (N) 0 deg Raised Floor Area: 0 ft2 Fuel Type: Natural Gas Slab on Grade Area: 0 ft2 Fenestration: Average Ceiling Height: 8.0 ft Area: 694 ft 2 Avg. U: 0.28 Number of Dwelling Units: 6.00 Ratio: 16.6% Avg. SHGC: 0.38 Number of Stories: 2 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name F-2 Floor Area Volume 4171 99199 Units Zone Type Type 600 (onditionprf Sethark Hgt. 8 Area n/a OPAQUE SURFACES Insulation Act. Type Frame Area U-Fac. Cay. Cont. Azm. Tilt Roof Wood 65 0 092 R-90 R-O 0 0 0 Wall WcL 40 0110 R-11 R-OO 195 90 Roof Woo.cL 165 J1032. R-30 13-00 0 0 Wall Wood 96 0110 P-il R-00 195 90 Wall Wood 76 0110 R-11 R-00.225 90 Wall Wood 64 0110 R-11 R-00 915 90 Roof Wood 181 0092 R-90 P-On 0 0 Wall Wood 49 0110 n-li P-On 226 90 Wall Wood 99 0110 R-li R-00 315 90 Roof Wood 124 0092 R-30 P-OP 0 0 Wall Wood 92 0110 R-li P-OP 45 90 Wall Wood 8 0110 fl-li n-Op 195 90 Wall Wood 8 0110 R-11 R-00 315 90 Roof Wood 68 .J132 R-30 P-PP 0 0 Wall Wood 80 0110 R-11 R-00 45 90 Wall Wood 64 0110 R-11 R-OO 135 90 Roof Wood 126 J1032 R-90 R-OO 0 0 Wall Wood Al 0110 fl-ii R-OO 45 90 Wall Wood 101 0110 fl-ii R-OO 225 90 Roof Wood 55 0032 ._1330. R-O 0 0 0 Roof Wood L__. 165 0092 R-30 R-OO 0 0 Wall Wood 64 0110 R-11 R-00 _J35 90 Wall Wood L.. 760110R-11P-gO PPS 90 Roof__ Wood __181 .J1032 R-90R-o_00__0 Wall Wood 99 0110 fl-li R-OO 195 90 Gains Condition Y / N Status JA IV Reference Location / Comments I EnergyPro 4.4 by EnergySoll User Number: 5511 Job Number: 07047 Paqe:3 of 8 1 Certificate Of Compliance : Residential (Part 1 of. 3) CF-1 R Roosevelt Gardens - Ruilding 2 2/17/2009 Project Title Date Roosevelt Ave Crlsbd Project Address Building Permit # T-Squared Professional Engineers Inc- (760) 560-0100 Docunientation Author Telephone Plan Check/Date FncryPrn CA Climate Zone 07 Field Check/Date Compli nce Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.41 0.77 1.64 Space Cooling 4.68 5.89 -1.21 Fans 0.95 1.09 -0.14 Domestic Hot Water 25.62 20.76 4.86 Pumps 0.00 0.00 0.00 Totals 33.66 28.51 5.15 15.3% Building Type: Single Family Addition El Multi Family Existing + Add/Alt Building Front Orientation: (N)odeg Fuel Type: Natural Gas Fenestration: Area: 694 ft 2 Avg. U: 0.28 Ratio: 16.6% Avg. SHGC: 0.38 BUILDING ZONE INFORMATION Zone Name Floor Area Volume Total Conditioned Floor Area: 4,171 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 0 ft2 Average Ceiling Height: 8.0 ft Number of Dwelling Units: 6.00 Number of Stories: 2 # of Thermostat Vent Units Zone Type Type Hgt. Area OPAQUE SURFACES Insulation Act. Gains Condition Type Frame Area U-Fac. Cay. Cont. Azm. Tilt V / N Status JA IV Reference Location / Comments Wall Wood 43 0110 R-1 I P-fl 0 225 9() EX ElNow 09-42 RIdg 2 - 2nd Floor - Mid Roof Wood 124 0032 P-SO R-OO 0 0 EX LilNow 01-A17 Bldg 2-2nd Floor- Mid Wail Wood 92 0110 P-il R-OO 45 90 EX 1:1 New- 09-A2 Bldg 2.2nd Floor - Mid Wall Wood 8 0110 P-I 1 R-00 135 gn EX ElNow 09-42 RIdg 2 - 2nd Floor- Mid Wall Wood 8 0 110 R-1 1 R-0 0 315 90 EX LilNow 09.A2 Bldg 2 - 2nd Floor - Mid Roof WoL 88 _Q132 P-SO R-0 0 0 0 [XI LilNow O1-A17 Bldg 2 - 2nd Floor - Mid Wall Wood 80 0110 P-li R00 45 90 EX ElliNow 09-42 RIdg 2-2nd Floor - Mid Roof Wood 65 _0Q32 P-SO P-fl 0 0 C) EX LII Now 01-Al 7 Rldg 2 - 2nd Floor - NW Roof WnndL 150 _Q132 P-SO R-O 0 0 p EX LI Now 01-Al 7 Bldg 2 - 2nd Floor - NW Wall Wood 64 0110 R-11 R-00 45 90 EX ElNow 09-A2 Bldg2- 2nd Floor-NW Roof Wood 147 _0J032 P-SO R-fl 0 0 0 EX LI Now 01-Al 7 RIdg 2 - 2nd Floor - NW Wall Wood 8 0110 P-il P-fl 0 155 90 IX LI Now 09-A2 Bldg 2 - 2nd Floor - NW Wall WoL 66 0 110 R-1 1 R-O 0 225 90 IX LI Now 09-42 Bldg 2 - 2nd Floor - NW Wall Wood 8 0 110 R-1 1 P-p ü 315 90 LIX LI Now 09-42 Bldg 2 - 2nd Floor - NW Roof Wood 253 _J1032 R-30 R-O 0 0 0 EX LI New 01-Al 7 Bldg 2 - 2nd Floor - NW Wall Wood 55 0110 R-11 P-flU 225 90 IX LIliNow 09-A2 Bldg 2- 2nd Floor- NW Wall Wood 111 0 110 R-1 1 R-0 0 515 90 EX LINow 09-42 Rldg 2- 20d Floor - NW Roof Wood 120 0052 P-SC) fl-nO o o [X ElNow 01.417 RIdg 2-2nd Floor - NW Wall Wood 72 0 110 P-il P.00 45 90 LIX El New 09-42 Rldg 2 - 2nd Floor - NW Roof WnacL 80 _0032 fl-SO P.00 0 0 EX ElNow 01-A17 Bldg 2- 2nd Floor - NW Wall Wood 72 0 110 R-1 1 P.00 45 90 IX LINow 09-42 Bldg 2- 2nd Floor - NW Wall Woo.cL 34 0110 R.11 P.00 225 90 IX ElNow 09-A2 Bldg 2- 2nd Floor -NW Wall Wood 68 0110 R-11 P-OP 315 90 IX LINow 09-A2 Bldg2-2nd Raw -NW Wall Wood 40 0110 P-il P.00 135 90 IX LINw 09-A2 Rldg2-lgt Floor -SF Wall Wood 102 0110 P-li P.00 155 90 EX LINow 09-A2 Rldg2.1stFloorSF Run Initiation Time: 02/17/09 13:07:32 Run Code: 1234904852 EnergyPro 4.4 by EnergySoll User Number: 5511 Job Number: 07047 Page:4 of 8 Certificate Of Compliance : Residential (Part 1 of 3) CF-1 R Roosevelt Gardens - Building 2 2/17/2009 Project Title Date Roosevelt Ave Carlsbad Project Address Building Permit # T-Sntjirc1 PrnfcssinniI Fnginrs Inc. (760) 560-0100 Docunientation Author Telephone Plan Check/Date FncrgyPrn CA Glimatp 70n 07 Field Check/Date Compliance Method Climate Zone TDV Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.41 0.77 1.64 Space Cooling 4.68 5.89 -1.21 Fans 0.95 1.09 -0.14 Domestic Hot Water 25.62 20.76 4.86 Pumps 0.00 0.00 0.00 Totals 33.66 28.51 5.15 Percent better than Standard: Building Type: 56 Single Family El Addition El Multi Family EJ Existing + Add/Alt Building Front Orientation: (N)odeg Fuel Type: Natural Gas Fenestration: Area: 694 ft2 Avg. U: 0.28 Ratio: 16.6% Avg. SHGC: 0.38 BUILDING ZONE INFORMATION Zone Name Floor Area Volume Total Conditioned Floor Area: 4,171 ft2 Existing Floor Area: n/a ft2 Raised Floor Area: 0 ft2 Slab on Grade Area: 0 ft2 Average Ceiling Height: 8.0 ft Number of Dwelling Units: 6.00 Number of Stories: 2 # of Thermostat Vent Units Zone Type Type Hgt. Area OPAQUE SURFACES Insulation Act. Gains Condition Type Frame Area U-Fac. Cay. Cont. Azm. Tilt Y / N Status Wall Wood 76 0110 P-il P-flfl 225 90 Wall Wood 64 0 110 R-1 1 R-0 0 315 90 Wall Wood 22 0110 B-li P-flU 225 90 Will Wood 107 0110 P-li P-nfl 215 90 Wall WoocL 80 0110 R-1 R-11 R-00 45 90 Wall Wood 9 0 110 P-i 1 P-fl 0 135 90 Wall Wood 9 Olin R-1 1 P-fl 0 215 90 Wall Wood 90 0 ilfi P-li P-flU 45 90 Wall Wood 64 0110 P-li R-flfl 135 90 Wall Wood 04 0 110 P-i 1 R-0 0 125 90 Wall Wood 70 n110 P-i 1 P-fl 0 225 90 Will Wood 107 0110 R-11 P-flfl 125 90 Wall Wood 23 0110 R-11 P-CO 225 90 Wall Wood 90 0110 R-11 P-go 45 90 Wall Wood 80 0110 P-il R-00 45 90 Wall Wood 64 0110 R-11 P-gO 45 90 Will Wood 8 0110 P-lI P-flfl 125 90 Wall Wood 06 0110 P-li R-flfl 225 90 Wall Wood 8 0110 P-li P-nfl 315 90 Wall Wood 55 0110 P-li P-nfl 225 90 Wall Wood 115 0110 B-li R-00 215 90 Wall Wood Ofi 0110 P-il R-00 45 90 Wall Wood 72 0110 P-il P-flU 45 90 Will Wood 34 0110 P-il P-flU 225 9fl Wall Wood 09 0 110 P-il P-fin 315 90 JA IV Reference Location / Comments 09-A2 RIdg 2 - 1st Floor - SF 09-A2 Bldg 2 - 1st Floor - SE 09-A2 Bldg 2 - 1st Floor - SE 09-A2 Bldg-2 - 1st Floor - SF 09-A2 Bldg 2 - 1st Floor - SE 09-A2 Bldg 2 - 1st Floor - SE 09-A2 Bldg 2 - 1st Floor - SF 09-A2 Rldg 2 - 1st Floor - SF 09-A2 Bldg 2 - 1st Floor - SE 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - Mid 09-A2 Bldg 2 - 1st Floor - NW 09-A2 Bldg 2 - 1st Floor - NW 09-A2 RIdg 2 - 1st Floor - NW fl9-A2 RIdg 2 - 1st Floor - NW 09-A2 Bldg 2 - 1st Floor - NW 09-A2 Bldg 2 - 1St Floor - NW 09-A2 Bldg 2 - 1st Floor - NW 09-A2 Bldg 2 - 1st Floor - NW n9-A2 Bldg 2 - 1st Floor - NW 09-A2 Bldg 2 - 1st Floor - NW 'I Certificate Of Compliance : Residential (Part 2 of 3) CF-1 R Roosevelt Gardens - Building 2 2/17/2009 Project Title Date FENESTRATION SURFACES True Cond. Location! # Type Area U-Factor1 SHGC2 Azm. Tilt Stat. GlazinQ Tyoe Comments J_ Window Left (SE) 60 0280 NFRC_Qj8 NFRC 1:35 90 New PPG SOL ARRAN 6O(2)Clear Bldg 2- 2nd Floor -SE 2.. Window Rear (SW) 20.0 0.280 NFRC 0.38 NFRC 225 New PPG SOLARBAN 6O(2)Clear ....90 Bldg2- 2nd Floor -SE 3 Window Rear (SW) 41.0 0.280 NFRC 0.38 NFRC 225 New90 PPG SOLARBAN 6O(2)Clear Bldg 2- 2nd Floor -SE 4 Window Right (NW) 21.0 0.280 NFRC 038 NFRC 315 90 New PPG SOLARBAN 6O(2)Clear Bldg 2- 2nd Floor -SE 5 Window Front (NE) 8.0 0.280 NFRC _0.38 NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 2nd Floor - SE ... Window Left (SE) 12.0 0.280 NFRC 03 NFRC 135 90 New PPG SOLARBAN 6O(2)Clear i2-2nd Floor -SE L Window Front (NE) 20.0 0.280 NFRC _0_33 NFRC 45 _..0 New PEG SOLARBAN 60 (2) Clear BIdg 2 - 2nd Floor - Mid 8 Window Rear (SW) 20.0 0.280 NFRC 038 NFRC 225 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 2nd Floor - Mid . Window Left (SE) 21.0 _020 NFRC _g NFRC 135 90 New PPG SOLARBAN6O(2)Clear Bldg2-2ndFloor-Mid .ffl Window Rear (SW) 41.0 0.280 NFRC NFRC 225 _90 New PEG SOLARBAN 60 (2) Clear _Bldg 2 - 2nd Floor - Mid 1.1 Window Front (NE) 8.0 0.280 NFRC _ NFRC 45 _.90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 2nd Floor - Mid 12 Window Front (NE) 20.0 0.280 NFRC _0.38 NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 2nd Floor - NW i.a Window Rear (SW) 200 _ 280 NER_O38 NFRC _225_ _911 New PEG SOLARBAN 60 (2) Clear Bldg 2 - 2nd Floor - NW .14 Window Rear (SW) 41.0 0.280 NFRC .0.38 NFRC 225 New PPG SOLARBAN 60 (2) Clear .Q Bldg 2 - 2nd Floor - NW 15 Window Right (NW) 25.0 0.280 NFRC 0.38 NFRC 315 90New PPG SOLARBAN 6O(2)Clear Bldg 2- 2nd Floor -NW .j.. Window Front (NE) 8.0 0.280 NFRC 0.38 NFRC 45 New PPG SOLARBAN 60 (2) Clear ....90 Bldg 2 - 2nd Floor - NW 17 Window Right (NW) 12.0 0.280 NFRC ..Q NFPC 315 ...Q New PPG SOLARBAN 60 (2) Clear Bldg 2- 2nd Floor - NW 18 Window Rear (SW) 20.0 0.280 NFRC 038 NFRC 225 90 New PPG SOLARBAN 60 (2) Clear Bldg 2- 1st Floor - SE 12 Window Rear (SW) 41.0 0.280. NFRC 028 NFRC _225._ .90 New EEC SOLARBAN 60 (2) Clear Bldg 2- 1st Floor - SE 1. Indicate source either from NFRC or Table 11 GA. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. 01st. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 .4._. Bug Screen 0.76 i. Bug Screen 0.76 !_ Bug Screen 0.76 L Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location! Type (Sf) (in.) Cap. Cond. R-Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location! Type Length R-Val. Location JA IV Reference Status Comments Run Initiation Time: 02/17/09 13:07:32 Run Code: 1234904852 EnergyPro 4.4 by Energysott user Number: 5511 Job Number: 07047 Page:6 018 Certificate Of Compliance : Residential (Part 2 of 3) CF-1 R Roosevelt Gardens - Building 2 2/17/2009 Project Title Date FENESTRATION SURFACES True Cond. Location! # Type Area U-Factor' SHGC2 Azm. Tilt Stat. Glazinc Type Comments .20. Window Right (NW) 21 () _Q.28O NFRC .1L3.8..NFRC 15 ERG SOLARBAN AC) (2) Clear _9.0New Bldg 2-1st Floor - SE 21 Window Front (NE) 20.0 0.280 NFRC Q NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor- SE 22 Window Left (SE) 12.0 0.280 NFRC .j NFRC 135 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1St Floor- SE 23 Window Rear (SW) 20.0 0.280 NFRC 0.38 NFRC 225 _.90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1St Floor- Mid 24 Window Left (SE) 21.0 0.280 NFRC _0.38 NFRC 135 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1St Floor- Mid 25 Window Rear (SW) 41.0 0.280 NFRC _g NFRC 225 _.9L New PPG SOLARBAN 60(2) Clear _BJc!g 2 - 1st Floor -Mid 2E Window Front (NE) 20.0 _ 28 NERC 0.38 NFRC 45 ._90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor - Mid 27 Window Front (NE) 20.0 0.280 NFRC 038 NFRC 45 90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor - NW 28. Window Rear (SW) 20.0 .28 NFRC 0.3 .NERC 225 ._SQ New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor - NW .29 Window Rear (SW) 41.0 0.280J NFRC O38 NFRC .._225_ .9Q New EEG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor - NW 30 Window Right (NW) 21.0 0.280 NFRC 0.38 NFRC 315 ._90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1St Floor - NW 31 Window Window Front (NE) 20.0 0.280 NFRC _Q NFRC 45 ._..90 New PPG SOLARBAN 60 (2) Clear Bldg 2 - 1st Floor - NW 32 Window Right (NW) 120 _0280.NER 0.38 NFRC ._3.15.. 90 New PPG SOLARRAN 60 (2) Clear Bldg 2- 1st Floor - NW 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick.Heat Inside Condition Location! Type (Sf) (in.) Cap. Cond. R-Val. JA IV Reference Status Comments PERIMETER LOSSES Insulation Condition Location! Type Length R-Val. Location JA IV Reference Status Comments Run Initiation Time: 02/17/09 13:07:32 Run Code: 1234904852 EnergyPro 4.4 by EnergySoft User Number: 5511 Job Number: 07047 Page:7 of 8 Certificate Of Compliance: Residential (Part 3 of 3) CF-1 R Roosevelt Gardens - Build!flg 2 __ ______ 2/17/2009 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type . Eff Type Eff Status Type F-2 Central Furnace 97% AFUE No Cooling 13.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R-Value Status Tested? F-2 Ducted Ducted Attic 4.2 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Tank Insul. Water Heater # in Input Cap. Condition Factor Standby R-Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE Loss (%) Ext. Rinnai REU-V2020W-US-N Instant Gas No Pipe Insulation 6 150,000 0 New 0.60 500 n/a Multi-Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2' Control # HP _Type In Plenum Outside Buried Insulation COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer orOwneperBus,zs&fssionsCode) Title/Firm: Davis Grouo Architecture & Plannina Address: 610 West Ash, Suite 1103 n I CA #: '7 -Z Z3'T (date) (signature Enforcement Agency Name: Title/Firm: Address: . Telephone: Documentation Author Name: Farzad TadayonPE Title/Firm: .I-Sguareci,fessic Address: 1340 S,ii1Itv Driv Telephone: (date) (signature) (date) PCRO9007 2578 ROOSEVELT ST HABITAT FOR HUMANITY-ARCH,STRU CHANGES, MECHANICAL CHANGES - OJctZ 2/3/O Qt Pe a 2/(O Ow ôi C r IL w/c :'Tj I Crc) — (6 1 - I Approved p6- Date By Building Planning Engineering Fire Health / F.O.G. _____ HazMatlAir Quality I' Comments Date Building If L7/0 Planning Engineering Fire Forms/Fees Sent Reed Due? By School Y N CFD Y PFF Y N PE&M Y Special lnsp. y Fire Y N Sewer v N Fees Complete Application & Related Docs. Complete