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HomeMy WebLinkAbout2590 DAVIS AVE; ; CB013519; Permit03-25-2002 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: CB013519 Building Inspection Request Line (760) 602-2725 2590 DAVIS AV CBAD RESDNTL 1552520700 $172,584.00 0 0 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: RAD 0 NEW HERRICK RESIDENCE 1,692 SF TWO STORY ADDITION Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Checktt: ISSUED 11/09/2001 MDP 03/25/2002 03/25/2002 Applicant; Owner: HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11 -30 HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 2590 DAVIS AVE CARLSBAD CA 92008 2590 DAVIS AVE CARLSBAD CA 92008 3747 03/25/02 0002 01 CGP 02 Total Fees: $1,454.32 Total Payments To Date:$501.41 Balance Due:$952.91 Building Permit Add'l Building Permit Fee ' Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park in Lieu Fee Park Fee LFM Fee Bridge Fee Other Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'l Pot. Water Con. Fee Reel. Water Con. Fee $771 .40 $0.00 $501.41 $0.00 $0.00 $17.26 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Meter Size Add'l Reel. Water Con. Fee Meter Fee SDCWA Fee CFD Payoff Fee PFF PFF {CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) Sidewalk Fee PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Housing Impact Fee Housing InLieu Fee Master Drainage Fee Sewer Fee Additional Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $90.00 $41 .25 $33.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1 ,454.32 Inspector Date:Clearance: /*NOTICE: Please take NO'TICEtftiat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/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 Iheir 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. PERMT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 FOR OFFICE USE ONLY PLAN CHECK NO.Ol EST. VAL. Plan Ck. Deposit Validated By Date l Address (ipdiJdg Bldg/S Business Name {at this address) Legal Description Assessor's Parcel # Description of Work Lot No. Subdivision Name/Number Existing Use SQ. FT. - 1 #of Stories Unit No. Phase No. Total # of units 4170 .U/09/01 0002 0: w Proposed Use CI3I~" VM 4 # of Bedrooms # of Bathrooms Name Address ?*• %& ff/AJ^ICANt'-: Q Contractor:'' ^OlAgeht^or .Gootractof • State/Zip Telephone #Fax # Address City State/Zip Telephone YfiWNER I^C- —* »Name Address City State/Zip Telephone ft (Sec. 7031 .5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars IS500J). Name Address State License # License Class Designer Name Address State License # City State/Zip Telephone # City Business License # City State/Zip Telephone Workers' Compensation Declaration: 1 hereby affirm under penalty of perjury one of the following declarations: Q I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Q I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company Policy No. Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS) Q 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 Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE DATE 7, OWNER-BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason:^_fBfl I. as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Q I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Q 1 am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES QNO 2. I (have / have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (iaclude name I address I phone number / contractors license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone number / contractors license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): PROPERTY OWNER SIGNATURE DATE SECTiQrtFQRvvdA^a^^ Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? Q YES Q NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q 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. jfe: h ;e0NSf RUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097{i) Civil Code). LENDER'S NAME LENDER'S ADDRESS I certify that I have read the application and state that the above information is correct ar\d that the information an the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from ttie date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commjlnced/o{ afftmtfpTpflrtey&fy^^ i IUu.*.4J3piform Building Code). •APPLICANT'S SIGNATURE (^J/^^' ~ gf fT^t DATE WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit*: CB013519 Type: RESDNTL RAD Date Inspection Item Inspector Act 02/17/2004 89 02/17/2004 89 09/22/2003 89 09/10/2003 89 03/21/2003 17 03/21/2003 23 02/25/2003 17 02/25/2003 18 02/18/2003 16 02/10/2003 14 02/10/2003 34 02/10/2003 44 01/17/2003 84 01/14/2003 14 01/14/2003 23 01/14/2003 24 01/14/2003 34 01/06/2003 14 01/06/2003 34 01/06/2003 44 12/23/2002 14 12/23/2002 24 12/23/2002 34 12/23/2002 44 12/18/2002 13 12/18/2002 16 12/18/2002 34 11/26/2002 22 11/20/2002 13 11/20/2002 18 11/20/2002 21 10/16/2002 15 09/06/2002 14 07/22/2002 14 07/03/2002 14 06/26/2002 14 06/11/2002 11 06/04/2002 21 06/04/2002 22 05/30/2002 11 Final Combo Final Combo Final Combo Final Combo Interior Lath/Drywall Gas/Test/Repairs Interior Lath/Drywall Exterior Lath/Drywall Insulation Frame/Steel/Bolting/Weldin Rough Electric Rough/Ducts/Dampers Rough Combo Frame/Steel/Bolting/Weldin Gasfi"est/Repairs Rough/Top out Rough Electric Frame/Steel/Bolting/Weldin Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Weldin Rough/Topout Rough Electric Rough/Ducts/Dampers Shear Panels/HD's Insulation Rough Electric Sewer/Water Service Shear Panels/HD's Exterior Lath/Drywall Underground/Under Floor Roof/Reroof Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Frame/Steel/Bolting/Weldin Ftg/Foundat ion/Piers Underground/Under Floor Sewer/Water Service Ftg/Foundation/Piers PS - PS PS PS PS JE JE JE PS PS PS PD PS PS PS PS RB RB RB PS PS PS PS RB RB RB PS PS PS PS JE PS PS PS PS RGB RGB RGB RGB AP Rl CO CA AP AP AP AP AP AP AP AP CO CA CA AP CA CO CO CO PA we we we PA PA we AP AP we we AP AP AP CO CA AP AP we PA HERRICK RESIDENCE 1 ,692 SF TWO STORY ADDITION Comments BYJEANNIE NEED TO LOOK AT MB LATH SEE NOTICE ATTACHED BY OWNER BY PS STOP - SEE NOTICE ATTACHED ABOVE LIVING RM OKTODBLSHRKWALL O DBLSHRWALL DWV ONLY TEST 2ND FLR SHEATHING NEED NEW ENG SOILS REPORT FILED - OK TO POUR WASTE - OK TO COVER OK TO POUR COLUMN BASES SOILS 05/10/2002 11 Ftg/Foundation/Piers RCB CO REPORT FILED, STEEL FAB REPORT FILED NEED SPEC INSP REPORT Wednesday, February 18, 2004 Page 1 of 1 City of Carlsbad Bldg Inspection Request For: 02/17/2004 Permit# CB013519 Title: HERRICK RESIDENCE Description: 1,692 SF TWO STORY ADDITION Inspector Assignment: PS Type:RESDNTL Sub Type: RAD Job Address: 2590 DAVIS AV Suite: Lot 0 Location: APPLICANT HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Owner: HERRICK WILLIAM F&JEANNE S Remarks: Phone: 7607296782 Inspector: Total Time:Requested By: JEANNIE Entered By: CHRISTINE CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Associated P(7Rs/CVs Date 09/22/2003 09/10/2003 03/21/2003 03/21/2003 02/25/2003 02/25/2003 02/18/2003 02/10/2003 02/10/2003 02/10/2003 01/17/2003 01/14/2003 01/14/2003 01/14/2003 01/14/2003 01/06/2003 Inspection Description 89 Final Combo 89 Final Combo 17 Interior Lath/Drywall 23 Gas/Test/Repairs 17 Interior Lath/Drywall 18 Exterior Lath/Drywall 16 Insulation 14 Frame/Steel/Bolting/Welding 34 Rough Electric 44 Rough/Ducts/Dampers 84 Rough Combo 14 Frame/Steel/Bolting/Welding 23 Gas/Test/Repairs 24 Rough/Topout 34 Rough Electric 14 Frame/Steel/Bolting/Welding Comment story Act Insp Comments CO PS CA PS BY JEANNIE AP PS AP PS AP JE NEED TO LOOK AT MB LATH AP JE AP JE AP PS AP PS AP PS CO PD SEE NOTICE ATTACHED CA PS BY OWNER CA PS AP PS BY PS CA PS CO RB STOP - SEE NOTICE ATTACHED City of Carlsbad Bldg Inspection Request For: 01/17/2003 Permittf CB013519 Title: HERRICK RESIDENCE Description: 1,692 SF TWO STORY ADDITION Inspector Assignment: PS Type: RESDNTL Sub Type: RAD Phone: 00000000000 Job Address: 2590 DAVIS AV Suite: Lot 0 Location: Inspector/ APPLICANT HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Owner: HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Remarks: Total Time:Requested By: N/A Entered By: ROBIN CD Description Act Comment 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs/CVs Inspection History Date 01/14/2003 01/14/2003 01/14/2003 01/14/2003 01/06/2003 01/06/2003 01/06/2003 12/23/2002 12/23/2002 12/23/2002 12/23/2002 12/18/2002 12/18/2002 12/18/2002 11/26/2002 1 1/20/2002 Description 14 23 24 34 14 34 44 14 24 34 44 13 16 34 22 13 Frame/Steel/Bolting/Welding Gas/Test/Repairs Rough/Topout Rough Electric Frame/Steel/Bolting/Welding Rough Electric Rough/Ducts/Dampers Frame/Steel/Bolting/Welding Rough/Topout Rough Electric Rough/D ucts/Dampers Shear Panels/HD's Insulation Rough Electric Sewer/Water Service Shear Panels/HD's Act CA CA AP CA CO CO CO PA we we we PA PA we AP AP Insp PS PS PS PS RB RB RB PS PS PS PS RB RB RB PS PS Comments BY OWNER BY PS STOP - SEE NOTICE ATTACHED ABOVE LIVING RM OK TO DBL SHR K WALL © DBL SHR WALL DWV ONLY TEST CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE DATE I " I I" 0 5 LOCATION PERMIT (760) 602-2700 1635 FARADAY AVENUE TIME V/— 9To r < • - f Pool c A y V ftffltl f> ft 1 FOR INSPECTION CALL (760) 602-2725. RE7INSPECTION FEE DUE? ' _| YES L l'^' 1 "'' ^lf\fFOR FURTHER INFORMATION, CONTACT —' ^ / /Ov? PHONE BUILDING INSPECTOR CODE ENFORCEMENT OFFICER City of Carlsbad Bldg Inspection Request For: 01/06/2003 Permit* CB013519 Title: HERRICK RESIDENCE Description: 1,692 SF TWO STORY ADDITION Inspector Assignment: PS Type: RESDNTL Sub Type: RAD Phone: Job Address: 2590 DAVIS AV Suite: Lot 0 Location: Inspector: APPLICANT HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Owner: HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Remarks: Total Time:Requested By. NA Entered By: CHRISTINE CD Description Act Comment 14 Frame/Steel/Bolting/Welding ^^ J ^j^ 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs/CVs Inspection History Date Description Act Insp 12/23/2002 14 Frame/Steel/Bolting/Welding PA PS 12/23/2002 24 RougiVTopout WC PS 12/23/2002 34 Rough Electric WC PS 12/23/2002 44 Rough/Ducts/Dampers WC PS 12/18/2002 13 Shear Panels/HD's PA RB 12/18/2002 16 Insulation PA RB 12/18/2002 34 Rough Electric WC RB 11/26/2002 22 Sewer/Water Service AP PS 11/20/2002 13 Shear Panels/HD's AP PS 11/20/2002 18 Exterior Lath/Drywall WC PS 11/20/2002 21 Underground/Under Floor WC PS 10/16/2002 15 Roof/Reroof AP JE 09/06/2002 14 Frame/Steel/Bolting/Welding AP PS 07/22/2002 14 Frame/Steel/Bolting/Welding AP PS 07/03/2002 14 Frame/Steel/Bolting/Welding CO PS 06/26/2002 14 Frame/Steel/Bolting/Welding CA PS 06/11/2002 11 Ftg/Foundation/Piers AP RC 06/04/2002 21 Underground/Under Floor AP RC 06/04/2002 22 Sewer/Water Service WC RC Comments ABOVE LIVING RM OK TO DBL SHR K WALL @ DBL SHR WALL DWV ONLY TEST 2ND FLR SHEATHING NEED NEW ENG SOILS REPORT FILED - OK TO POUR WASTE - OK TO COVER CITY OF CARLSBAD BUILDING DEPARTMENT DATE NOTICE LOCATION PERMIT NO. (760) 602-2700 1635 FARADAY AVENUE TIME FOR INSPECTION CALL (760) 602-2725. RE-INJaPE£U£)NJSE DUE? FOR FURTHER INFORMATION, CONTACT _ YES PHONE CODE ENFORCEMENT OFFICER ACT City of Carlsbad Bldg Inspection Request For: 05/30/2002 Permit# CB013519 Title: HERRICK RESIDENCE Description: 1,692 SFTWO STORY ADDITION Inspector Assignment: RGB Phone: Type:RESDNTL Sub Type: RAD Job Address: 2590 DAVIS AV Suite: Lot 0 Location: Inspector: APPLICANT HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Owner: HERRICK WILLIAM F&JEANNE S REVOCABLE TRUST 11-30 Remarks: Total Time:Requested By: NONE Entered By: KAREN CD Description 11 Ftg/Foundation/Piers Act Comments <? /(. &-cJki#n<n- Associated PCRs Inspection History Date Description Act Insp Comments 05/10/2002 1 1 Ftg/Foundation/Piers CO RC NEED SPEC INSP REPORT MEMO m <— 'TV <s>/^ C?*4~*&t-s Q ^-&i 1 Bfc ENGINEERING \L^dJj / „ A SIIRVFYINH"/•'i/J **^unwtiiiiw 1525 Escondido Blvd., Suite A, Escondido, CA 92025 (619) 741-0533 FAX (619) 741-5794 RURIFr/r ^ 5"<?t> K±U>t<> X^«£ OATF 6>- //-O 7L A SIGNED J MEMO ENGINEERING 1525 Escondido Blvd., Suite A, Escondido, CA 92025 (619) 741-0533 FAX (619) 741-5794 SUBJECT. A DATF TO SIGNED Construction Inspection Report Project Name Client Plan File No. Project Location Contractor liy Q Dfi.tr i^ Aje. Ljlri^b T/QO /-^oJoA Bld. Permi (LA Reviewed by Bldg. Permit No. Date Reviewed Date DFR No. Time Arrived Time Departed Total Time «^« O h Type of Inspection Q Field Welding Q Metal Decking Q Magnetic Particle (MT) Shop Welding Q Stud Welding a Liquid Penetront (PT) Bolting a Ultrasonic Testing (UT) Q Other Documents Referenced L)LO6 '/4O-S 5/ Q Report items comply Acknowledged by Representing Page V of \ ort items incomplete Report items comply with exceptions Inspected b Print Name .Al ,sGjj Corporation in Partnership with Government for Building Safety DATE: 01/02/02 a <£ ^ JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 01-3519 SET: II PROJECT ADDRESS: 2590 Davis Ave. PROJECT NAME: Herrick SFD Remodel and Addition The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: 2590 Davis Ave. Carlsbad, CA 92008 Esgil Corporation staff did not advise the applicant that the plan check has been completed, jil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: William Herrick (V-^0 Telephone #: (760)729-6782 Date ©eSeele&l^b-tfi (by: fe*-) Fax #: Mail^ Telephone^1 Fax In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ ED PC 12/20/01 trnsmtl 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (858) 560-1468 4 Fax (858) 560-1576 Carlsbad 01-3519 01/02/O2 NOTE: The item numbers listed below refer to the numbers from the previous list. These items have not been adequately addressed. The notes in bold at the end of each item are to emphasize the remaining unsolved items (corrections). Please provide a response list stating where each item has been addressed on the plans. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three 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: 1. 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. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building. 6. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. PROJECT ENGINEER TO FILL THE SPECIAL INSPECTION FORM ATTACHED. 14. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.a) Provide 2 layers of 1/2" of type "X" Gyp. Boards for TJI floor joists, per ICBO approval (NER 200) forTJI. THE REQUESTED INFORMATION WAS NOT SUBMITTED. • MECHANICAL (UNIFORM MECHANICAL CODE) 15. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. Please show location of water heater and FAU units on plans. Additional corrections may follow. A) NOTE ON THE PLANS THAT THE FAU CLOSET OR ALCOVE MUST BE 12 INCHES WIDER THAN THE FURNACE OR FURNACES BEING INSTALLED. UMC SECTION 304.7. B) SHOW MINIMUM 30" DEEP UNOBSTRUCTED WORKING SPACE IN FRONT OF FURNACE. SECTION 307, UMC. C) SHOW SOURCE OF COMBUSTION AIR TO FURNACE, PER CHAPTER 7, UMC. SHOW THE LOCATION AND SIZE OF THE COMBUSTION AIR OPENINGS. Carlsbad 01-3519 01/02/02 • STRUCTURAL 12. Dimension foundations per U.B.C. Table 18-l-C: Floors Footing a) Supported* Thickness Width Depth Stemwall B) 2 7" 15" 18" 8" * Revise foundation detail (D/11). THE REQUESTED INFORMATION WAS NOT SUBMITTED. 13. Project engineer of record to review and shop stamps manufacturer drawings or provide review letter confirming the roof truss design meets structural specifications (live, dead and drag loads, etc).(UBC Section 106.3.4.1). PROJECT ENGINEER OF RECORD TO PROVIDE A LETTER CONFIRMING THAT HE REVIEWED THE MANUFACTURER ROOF TRUSS DRAWINGS. • CITY SPECIAL REQUIREMENTS: 37. All new residential buildings, including additions, If a room addition is less than 1000 sq. ft. in area and only one story, then a soils report is not required. Under this condition. You addition is two story and area of addition is more than 1000 s.q., therefore, soil report is required. Please provide soil report. THE REQUESTED INFORMATION WAS NOT SUBMITTED. ADDITIONAL CORRECTIONS MAY FOLLOW. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No Q 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 Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad O1-3519 01/02/02 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 01-3519 Job Address or Legal Description 2590 Davis Ave. Owner ^_^_ Address ____ You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 01-3519 01/02/02 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. EnQln**r-|Mrchttict'« Sul & Slgnalura Hira Signed 1. List of work requiring special inspection: O Soils Compliance Prior to Foundation Inspection Q Field Welding D Structural Concrete Over 2500 PSI D High Strength Bolting I] Prestressed Concrete Q Expansion/Epoxy Anchors | Structural Masonry n Sprayed-On Fireproofing I Designer Specified O Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. EsGil Corporation In Partnership with Government for Building Safety DATE: 11/27/01 OAEEUCANT jURIi JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 01-3519 SET: I PROJECT ADDRESS: 2590 Davis Ave. PROJECT NAME: Herrick SFD Remodel and Addition The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: 2590 Davis Ave. Carlsbad, CA 92008 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: William Herrick Telephone #: (760)729-6782 Date contacted: (i -2?'o» (by:^ ) Fax #: Mail L"^Telephone f" Fax In Person REMARKS: By: Kal Tumalieh Enclosures: Esgil Corporation D GA D MB D EJ D PC 11/13/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-3519 11/27/01 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 01-3519 JURISDICTION: Carlsbad PROJECT ADDRESS: 2590 Davis Ave. FLOOR AREA: First Floor Add. (426) STORIES: Two Second Floor Add. (1266), Garage (400) HEIGHT: 27'- 6" (app. per UBC) REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 11/13/01 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Kal Tumalieh COMPLETED: 11/27/01 FOREWORD (PLEASE READ): 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 the 1998 edition of the California Building Code (Title 24), which adopts the following model codes: 1997 UBC, 1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99). 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 not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 01-3519 11/27/O1 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three 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: 1. 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. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building. 2. The person responsible for their preparation must sign all sheets of plans. (California Business and Professions Code). 3. Plans, specifications and calculations shall be signed and sealed by the California State licensed engineer or architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Project engineer of record to stamp and sign structural calculation. 4. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. • REQUIRED SPECIAL INSPECTIONS 5. In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS • SOILS COMPLIANCE PRIOR TO • FOUNDATION INSPECTION . FIELD WELDING • EXPANSION/EPOXY ANCHORS 6. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. 7. Projections, including eaves, may not extend more than 12 inches into the 3-foot setback from the property line. Section 503.2.1. Please specify the setback from roof eave to property lines on site plan. 8. Specify the type and openable area of all windows on plans. For example at dining and kitchen. To determine the natural ventilation requirement. Carlsbad 01-3519 11/27/01 9. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 : a) Fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. For example windows adjacent to doors in family room. b) Walls enclosing stairway landings or within 5 feet of the bottom and top of stairways where the bottom edge of the glass is less than 60 inches above a walking surface. 10. Guardrails (Section 509.1): a) Shall have a height of 36". b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-B. at deck and stair. 11. Decks exposed to the weather and sealed underneath shall be sloped a minimum of % inch per foot for drainage. Section 1402.3. 12. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents). Show area required and area provided. Section 1505.3. 13. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with mesh openings of 1/4-inch in dimension." Section 1505.3. 14. Garage requires one-hour fire protection on the garage ceiling common to the dwelling. Table 3-B, Section 302.4.a) Provide 2 layers of 1/2" of type "X" Gyp. Boards forTJI floor joists, per ICBO approval (NER 200) forTJI. • MECHANICAL (UNIFORM MECHANICAL CODE) 15. Show the location, type and size (BTU's) of all heating and cooling appliances or systems. Please show location of water heater and FAU units on plans. Additional corrections may follow. 16. Show an access opening to the equipment in attics to large enough to remove the largest piece of equipment by not less that 30" x 22". UMC 307.3.1. Carlsbad 01-3519 11/27/01 • ELECTRICAL (NATIONAL ELECTRICAL CODE) 17. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If service is over 200 amps, submit single line diagram, panel schedule and load calculations. Are upgrading the electrical service due to the new addition? • ENERGY CONSERVATION 18. Detail or note on the plans: "The return air plenum serving the mechanical equipment must be fully ducted from the equipment to the conditioned space. Drop ceilings, wall cavities and equipment platforms may not be used as plenums." 19. Provide fluorescent general lighting (40 lumens per watt minimum) in kitchen(s) and bathrooms (containing a tub or shower). • STRUCTURAL 20. Show minimum underfloor access of 18" x 24". Section 2306.3. 21. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. Openings shall be as close to corners as practical and shall provide cross ventilation on at least two approximately opposite sides. Section 2306.7. 22. Dimension foundations per U.B.C. Table 18-l-C: Floors Footing a) Supported* Thickness Width Depth Stemwall b) 2 7" 15" 18" 8" * Revise foundation detail (D/11). 23. Project engineer of record to review and shop stamps manufacturer drawings or provide review letter confirming the roof truss design meets structural specifications (live, dead and drag loads, etc).(UBC Section 106.3.4.1). 24. Show location of floor beams FB-2 on framing plan. 25. Show the size of all floor beams on framing plans. For example south of deck and bathroom. 26. Revise the size of floor beam FB4. Is shown on plans does not agree with calculation. Carlsbad 01-3519 11/27/01 27. Revise the design of second floor beam FB4. Please show where did you include thereof load. 28. Show required first floor shear walls along grid lines 6 and 7. 29. Show where did include the second floor lateral load in design of first floor shear walls. 30. Provide drag strut detail. For example for second floor along grid line 2. 31. Show the required shear wall label for first floor along gcid line 3. 32. Provide connection detail of new hold-down to existing foundations. Specify the required threaded rod, minimum required edge distance, embedment, epoxy type, ICBO approval number and specify that special inspection is required for all epoxy installation. For example for first floor along grid line 3 at under stairs closet. 33. Provide connection of new shear walls to existing foundations; please specify the required expansion anchor size, spacing, minimum required edge distance, embendment and ICBO approval number. For example for along grid line 3. 34. Why you are using 3x sill plate for second floor shear wall along grid line Sw-22. The code requires 3x only for first floor sill plate when allowable shear exceeds 350#/foot per UBC table 23-11-1-1 footnote 3, or use longer sill nailing to satisfy nailing minimum penetration requirements. For first floor along grid line 3. 35. Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2314. For floor beams FB#1,FB#2. • CITY SPECIAL REQUIREMENTS: 36. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to the flanges of TJI's (i.e., along the sides), per city policy, unless specific written approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans should make this clear. Nails may be driven perpendicular to TJI flanges. 37. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 1000 sq. ft. in area and only one story, then a soils report is not required. Under this condition, Esgil staff should advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. Provide soil report. Additional corrections may follow. Carlsbad 01-3519 11/27/01 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a 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 Kal Tumalieh at Esgil Corporation. Thank you. Carlsbad 01-3519 11/27/01 City of Carlsbad ' ^~ W^^^^M^M^^^M^HPB*^^BI^^^H^^^^^^^^^^^^HBuilding Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. 01-3519 Job Address or Legal Description 2590 Davis Ave. Owner __ Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the performance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specifically assigned to inspect. The Special Inspector is not authorized to accept alternate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The final inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. (over) Carlsbad 01-3519 11/27/01 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. EfiglnMr'»/Arctin*ct'« SMI& Signature H*ra Signed 1. List of work requiring special inspection: D Soils Compliance Prior to Foundation Inspection Q Field Welding G Structural Concrete Over 2500 PSI D High Strength Bolting D Prestressed Concrete Q Expansion/Epoxy Anchors D Structural Masonry G Sprayed-On Fireproofing CH Designer Specified O Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. B. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Carlsbad 01-3519 11/27/01 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: O1-3519 PREPARED BY: Kal Tumalieh DATE: 11/27/01 BUILDING ADDRESS: 2590 Davis Ave. BUILDING OCCUPANCY: R-3/U-1 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Add. New Garage Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) 1692 400 cb Valuation Multiplier City Val. By Ordinance Reg. Mod. VALUE ($) 172,584 172,584 $771.40 Type of Review: I Repetitive Fee Repeats Complete Review D Other r-i Hourly Structural Only Hour* Esgll Plan Review Fee $501.41 $431.98 Comments: Sheet 1 of 1 macvalue.doc I I fa (01 City of Car Is bad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE: BUILDING ADDRESS: ____ PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: PLANCHECK NO, CB Of- EST. VALUE: ENGINEERING DEPARTMENT APPROVAL The item you have submitted for review has been approved. The approval is based on plans, information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to build. [A Right-of-Way permit is required prior to construction of the following improvements: IENIAL By: -ft Please 5£e-"frTe^ attached report of deficiencies markefrwith D. Make necessary corrections to plans or (jspecificajions for compliance with applicable code^~SncTstandards. Sujjmjt corrected plans and/or specifications to this office for review. Date: Date: Date: By: By: USE ONLY GINEERIN$ AUTHORIZATION TO ISSUE BUILDING PER Date: ATTACHMENTS D Dedication Application Q Dedication Checklist D Improvement Application D Improvement Checklist D Future Improvement Agreement D Grading Permit Application D Grading Submittal Checklist D Right-of-Way Permit Application Q Right-of-Way Permit Submittal Checklist and Information Sheet u Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: KATHLEEN M. FARMER City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2741 CFD INFORMATION Parcel Map No: Lots: Recordation: ___ Carlsbad Tract: CA 92008|-7314 • (76O) 6O2-2720 • FAX (76O) 602*05©® BUILDING PLANCHECK CHECKLIST jRD D D SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: Arrow & Proposed Structures Street Improvements Lines Right-of-Way Width & Adjacent Streets /©T^Driveway widths x'MT"" Existing or proposed sewer lateral ^—Existing or proposed water service J^~-Existing or proposed irrigation service D 2- Show on site plan: A. Drainage Patterns 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. 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. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. 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 H:\WORDiDOCStCHKL5TOulMng Plwchecfc ChM Foon (GwwrtcJ.doc BUILDING PLANCHECK CHECKLIST 1ST n oND D 3rd DISCRETIONARY APPROVAL COMPLIANCE n 4a. Project does not comply with the following Engineering Conditions of approval for Project No. __ CD D 4b. A" conditions are in compliance. Date: D 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 $15.000. pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 V£ x 11" plat map and submit with a title report. 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 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 construction exceeds $75.000. pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the 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 HAWORD\DCCSlCHKLST\BuiUina Plancha* CKUI Form (RIDDLE - HARVEY 7-12-00).doc Rev. 122CV9B BUILDING PLANCHECK CHECKLIST iST 2NU 3RD O^r D 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, MunicrpalCode Section 18.40. Please submit a recent property title reporToL currenTgrant deed on the property ana processing Tee of $310 sowe_ma7 pfeparethe necessary Future Improvement Agreement. I nis agreemeTTTmust bF signed, notarized and approved by theTCity prior to issuance of a Building permit. Future public improvements required as follows: n 6c. Enclosed please find your Future Improvement Agreement, agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: Please return 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent 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 permit are found in Section 11.06.030 of the Municipal Code. D D D 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). D D D 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. D 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.) mWORDlDOCSOHKLSTTfluMno Plancheck Cktet Form (GENERIC 7-14-00).doc BUILDING PLANCHECK CHECKLIST 1ST D oND D gRD D D D D D D D 7d .No Grading Permit required. 7e. If grading is not required, write "No Grading" on plot plan. MISCELLANEOUS PERMITS 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: n n n D n n ODD 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, extension 7153, for assistance. Industrial Waste permit accepted by: Date: 10. NPDES PERMIT Complies with the City's requirements of the National Pollutant Discharge Elimination System (NPDES) permit. The applicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Plans for such improvements shall be approved by the City Engineer prior to issuance of grading or building permit, whichever occurs first. 11.uTred fees are attached No fees required WATER METER REVIEW 12a. Domestic (potable) Use 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. hC\WORDU)OCS*CHKLS'nBi*Nng Plan*** CUtt Form {Geneite) jtoc BUILDING PLANCHECK CHECKLIST 1ST >RD n n n • 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). 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: 1. 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 2. 3. 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 (PSI) • 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 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 H:\WORCnDOCSCHKLS1\Buuina Ptondw* Ckkl Fwm (Qwwric)-doe Rav. 7/1*00 a a ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:Bldg. Permit No. Prepared by:Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: __ Sq. Ft./Units: Sq. Ft./Units:Types of Use: APT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: Types o'f Use: Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge |i thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO D 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS: D 2. TRAFFIC IMPACT FEE ADT's/UNITS:X FEE/ADT:= $ D D n 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT-: 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: (DIST. X ZONE: X X X #1 DIST. #2 FEE/ADT: FEE/SQ.FT./UNIT: FEE/EDU: FEE/EDU: DIST. #3 ) = $ = $ -s D 6. SEWER LATERAL ($2,500) =$_ D 7. DRAINAGE FEES PLDA : HIGH /LOW ACRES: X FEE/AC: = $. D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION WaTd\Oocs\Mis1orrra\F«e Calculation Wariwtaet Iof2 Rev. 7M4/00 D D ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET Estimate based on unconfirmed information from applicant. Calculation based on building plancheck plan submittal. Address:Bldg. Permit No. Prepared by:Date:Checked by:Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sqi Ft./Units: Types of Use: Sq. Ft./Units: APT CALCULATIONS: List types and square footages for all uses. Types of Use: Sq. Ft./Units: Types o'f Use: Sq. Ft./Units: EDU's: EDU's: ADT's: ADT's: FEES REQUIRED: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee) D NO Q 1. PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:= $ D 2. TRAFFIC IMPACT FEE ADT's/UNITS:FEE/ADT:= $ D D n D 3. BRIDGE AND THOROUGHFARE FEE ADT's/UNITS: 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: 6,. SEWER LATERAL ($2,500) (D1ST. X ZONE: X X X #1 D1ST. #2 FEE/ADT: FEE/SQ.FT./UNIT: FEE/EDU: FEE/EDU: DIST. #3 ) = $ = $ = $ = $ = $ D 7. DRAINAGE FEES PLDA_ ACRES: HIGH /LOW FEE/AC:= $ D 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE METER FEE SDCWA FEE IRRIGATION Wort\Does\MisforiiM\Fe» Calculation Worksheet Iof2 Rev. 7/14/00 c/ s O OJ : Qu PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Address 36^0 Ddi/ia ft/. Phone 760-602-4625 Plan Check No. Planner Paul Godwin APN: Type of Project & Use: Zoning: R*l General Plan: CFD (in/out) #_, Date of participation:, Circle One Net Project Density: _ Facilities Management Zone:. DU/AC Remaining net dev acres:. (For non-residential development: Type of land used created by this permit: ) Legend: X Item Complete Environmental Review Required: YES DATE OF COMPLETION: Item Incomplete - Needs your action NO A TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES _ APPROVAL/PESO. NO. DATE PROJECT NO. NO TYPE 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. CA Coastal Commission Authority? YES_NO If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Dr, Suite 103, San Diego CA 92108-4402; (619} 767-2370 Determine status (Coastal Permit Required or Exempt): NOCoastal Permit Determination Form already completed? YES. If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: Follow-Up Actions: 1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). 2) Complete Coastal Permit Determination Log as needed. H:\ADMIN\COUNTER\BldgPlnchkRevChklst Inclusionary Housing Fee required: YES (Effective date of inclusionary Housing Ordinance - May 21,1993.) NO Data Entry Completed? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) 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./ legal description of property and assessor's parcel number. g: etbacks: nte'rior Side: Street Side: Rear: Required 30 Required .5' Required ~" Required \0 Shown Shown £' Shown ___—- Shown on ccessory structure setbacks: Front: " -J3?q u i red In^rior Side: Ret reet Side: Required ear: Required Structure separation: Required . (Cot Coverage: ji Required ** ired — Spaces Required i A^er i*or d I'OT . Guest Spaces Required •"""• Additional Comments CO 1A afiflgof-s "Vne Shown Shown lown Shown Shown Shown Shown Shown $v Sd are o-P ZS) ci/yg Q-f OK TO ISSUE AND APPROVAL ENTERED INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst BUILDING PLANCHECK CHECKLIST -ST 2ND 3RO service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. D D CH 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 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. D D D 13- Additional Comments: orm <Gen*Hc).Ooe u Developer: Bill Herrick. Project: Herrick Res. Location: San Diego, CA HNR FRAMING SYSTEMS, INC- • 12345 CROSTHWAITE CIRCLE • POWAY, CALIFORNIA 92064 • 619.486.2471 • FAX 61 9.486.7351 19-0-0 02A CD 8 L , Existing 21-0-0 Span 40-0-0 Span Existing Q1A GO O 02D ROOF TRUSS PLAN NOTES: -1BT FLOOR WALL HEMKT Q (.14 ABOVEF1NMHCD FLOOR U.N.O.-1HD FLOOR WALL HEWMT «1t-J.1l) MOVEPHMHED 1ST FLOOM U.M.O. BUILDER: Bill Herrick PROJECT TITLE: Herrick Remodel PLAN: N/A DRAWN BY: N|ch Av»los CHECKED BY: DELIVERY LOCA TION: Carlsbad, CA ISSUE DATE: 11-7-01 REVISION-1: 1-15-02 REVtStON-2: REVISION-3: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT OHLY.REFER TO TRUSS CALCULATIONS AND iNONEEREO STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. BUILDINGDESKHEWEHGWEER OF RECORD RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. FRAMING AND TRUSS MANUFACTURERS HnRFRMllMGSTSTEMSIMC.13«SGREOOST. POWAYtAHOM BSMK-MZI FXKMK-7351 ALL DESIGNS ARE PROPERTY OF HnR FRAMING SYSTEMS INC. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS INC. MiTek Industries, Inc. 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 H H " T .**. I ® ^A iVI 1 1 © K FAX <9) 6> 63] 8225 TELEPHONE (916) 631 7811 Re:P083 P083 Herrick Remodel The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by HNR Framing Pages or sheets covered by this seal: Rl 152626 thru Rl 152631 My license renewal date for the state of California is September 30, 2004. January 15,2002 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. 1 Job " ", Truss "••"• " "TrussType 01A j FINK HnR Framing Sy'stemsTTna.'Poway, CA"9"20"64 iQty 1 ;-piy 1 P083~HemcR Remodef R1152626 i i , (optional) "4.201 SRf s Ocf 25 2001 MiTek lndtJstrres7!rTc7Tue~Jan 15 13:1"8:50~2GG2 Page 1 -2-0-0 2-0-0 6-2-13 6-2-13 10-6-0 4-3-3 15-3-7 4-9-7 21-0-0 5-8-9 23-0-0 NOTE: UPPER TOP CHORD MEMBER TO BE ATTACHED TO LOWER TOP CHORD MEMBER WITH 1.5X4 M20 CONN. PLATES AT 2d IN. O.C. OR PURLIN SPACING, WHfCHEVER ONE IS LESS ALONG TOP CHORD(EXCEPT AS SHOWN). NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24 IN. OF THE HEEL JOINT(S). 2-0-0 Scale = 1:40.9 4x12 3.50:12 3x4 3x10 3x4 3x4 3x4 3x4 3x12 3x4 3x4 3x4 3x8 4x6 10 3x4 9 3x4 3x4 3x8 4x6 Plate Offsets (X,Y): LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 7-7-14 13-4-2 7-7-14 5-8-4 [2:0-11-6,0-1-8]. [2:0-11-6,0-1-4], [4:0-2-0,Edge], [6:0-11-6,0-1-8], [6:0-11-6,0-1-4] SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.33 BC 0.66 WB 0.22 DEFL in (loc) l/defl Vert(LL) -0.08 10 >999 Vert(TL) -0.19 8-10 >999 Horz(TL) 0.06 6 n/a 1st LCLLMin l/defl = 240 21-0-0 7-7-14 PLATES MII20 Weight: 123 Ib GRIP 220/195 BRACING TOP CHORD Sheathed or 5-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF N0.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=998/0-3-8, 6=998/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=19, 2-3=-2237, 3-4=-1929, 4-5=-1904, 5-6=-2329, 6-7=19 BOT CHORD 2-10=2156. 9-10=1483, 8-9=1483, 6-8=2245 WEBS 3-10=-422, 4-10=533, 4-8=494, 5-8=-489 NOTES 1) All plates are 1.5x4 MII20 unless otherwise indicated. 2} Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads per Table No. 16-8 , UBC-97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i-auicn'i^ am! READ MOTES ON THIS A.\'L) REVERSE SIDE BEFORE USE Design valid lor use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of Duilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing ot the overall structure Is the responsibility of the Building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-B8 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plats Institute, 563 D'Onolrlo Drive, Madison, Wl 5371S MiTek Industries, lflC. January 15,2002 "Job " , "Truss " ; Truss Typev • j i JP083 01B JFINK "FfriR Framing" Syst'ems," Inc.", Poway, CA 92064" TQty !5 ;Ply~ 1 P083"Hertick Remodel R1152627 (optional) 4.201 SRf"sOcl25200"TMiTeklridust7ies,lnc."TOe"Jan1513:f8:"5r200"2 Page f _-2-0-O 2-0-0 5-8-10 5-8-10 10-6-0 4-9-6 15-3-6 4-9-6 21-0-0 5-8-10 _23-0-0 2-0-0 Scale = 1:40.9 3.50112 4x4 4 3x6 10 3x4 9 3x4 3x6 3x4 LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 7-3-12 7-3-12 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YESCode UBC97/ANS195 CSI TC 0.38 BC 0.64 WB 0.20 13-8-4 21-0-0 6-4-8 7-3-12 DEFL in (loc) l/defl PLATES Vert(LL) -0.09 10 >999 MII20 Vert(TL) -0.22 8-10 >999 Horz(TL) 0.05 6 n/a1st LC l_L Mtn l/defl = 240 Weight: 81 )b GRIP 220/195 BRACING TOP CHORD Sheathed or 3-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=998/0-3-8, 6=998/0-3-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-2110, 3-4=-1831, 4-5=-1831, 5-6=-2110, 6-7=19 BOT CHORD 2-10=2019, 9-10=1401, 8-9=1401, 6-8=2019 WEBS 3-10=-362, 4-10=497, 4-9=497, 5-8=-3B2 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TP! 1-1995 criteria. LOADCASE(S) Standard A am! RF'.AD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation ol component is responsibility ot building designer - not truss designer. Bracing shown is lor lateral support ol individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 MiTek Industries, Inc. January 15,2002 Job ;•" P083 Truss 02A HnRFramTrig Systems, Inc., -2-0-0 5-8-7 ' 2-0-0 5-8-7 "Truss Type : COMMON Poway, CA 92U6T 10-5-10 ( 4-9-3 JJ-2-13 4-9-3 3.50,12 Qty" 1 P083"Hem'cK Remodel R1152628 : ! (optional) 4.201 SR1 s Oct 25 2001 MiTefc Industries, Inc. TueJan 15T3:18:~532DO~2~P"a~9e~1 20-0-0 4-9-3 24-9-3 4-9-3 29-6-6 4-9-3 34-3-9 4-9-3 5x5 7 40-0-0 5-8-7 42-0-0 j 2-0-0 ' Scale = 1:71. 2 = 3x10 19 3x4 2x4 18 17 4x6 3x8 5x5 16 15 3x8 4x6 12 14 8x8 3x10 Plate Offsets (X,Y): LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 8-1-0 15-2-.13 24-9-3 8-1-0 7-1-13 9-6-6 [4:0-2-8,0-3-0], [7:0-2-0.0-0-0], [10:0-2-8.0-3-0], [18:0-3-0,Edge], [19:0-1-12,0-0-15] 31-11-0 7-1-13 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.77 BC 0.99 WB 0.43 DEFL in (toe) l/defl Vert(LL) -0.39 16-17 >999 Vert(TL) -0.92 16-17 >514 Horz(TL) 0.20 12 n/a IstLCLLMin l/defl = 240 PLATES MII20 Weight: 282 Ib GRIP 220/195 BRACING TOP CHORD Sheathed or 2-3-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2 X 4 DF No.1&Btr-G 'Except* 15-18 2X4 DFN0.2-G WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2= 1776/0-5-8, 12= 1776/0-5-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=19. 2-3=-4695, 3-4=-4370, 4-5=-4370, 5-6—3519, 6-7=-3519, 7-8=-3519, 8-9=-3519, 9-10=-4370, 10-11=-4370, 11-12=-4695. 12-13=19 BOT CHORD 2-19=4485. 18-19=3970, 17-18=3970, 16-17=2708, 15-16=3970, 14-15=3970, 12-14=4485 WEBS 6-17=-324, 8-16=-324, 3-19=-344. 5-19=368, 5-17=-705, 7-17=1061, 7-16=1061, 9-16=-705, 9-14=368, 11-14—344 NOTES 1) All plates are 1.5x4 MII20 unless otherwise indicated. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard WAKNINC - Ir/vV.v </r.w»/! i>ttr(ii>ieti>r<; diui READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITsk connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stabllily during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, D5B- B9 Bracing Specification, and H1B-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Driva. Madison, Wl 53719 MiTek Industries, January 15,2002 Job" ; "Truss" Truss Type P083 02B COMMON HhR Framing" Systems," Inc!, Poway, CA" 9206?"" " !"Qty ! 16 Ply" 1 " P083" Rerrick Remodel R1152629 . (optional) _ _ _ 4.201 SR1 sOct25~2001 MiTeMhdustrTes, Iric. Tue Janri5"13TT8i54 2002" Page 1 -2-0-0, 2-0-0T 5-8-7 5-8-7 10-5-10 4-9-3 15-2-13 4-9-3 20-0-0 4-9-3 24-9-3 4-9-3 29-6-6 4-9-3 34-3-9 4-9-3 40-0-0 5-8-7 42-0-0 2-0-0 Scale = 1:80.7 2 3x12 3.50 1.5x4 1.5x4 ^ 3x6 3x4 5 3x8 3x6 3x8 23 3x4 22 21 20 19 18 17 5x6 WB: 4x4 4x4 3x8 3x8 4x4 4x4 5x6 WB 14 16 3x4 3x12 Plate Offsets (X,Y): LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 8-1-0 15-2-13 24_l9-3 8-1-0 7-1-13 9-6-6 (2:1-0-0,0-0-2]; (8:0-3-0,Edge], [14:0-6-6,0-1-8], [22:0-3-0,Edge] 31-11-0 7-1-13 40-0-0 8-1-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.61 BC 0.86 WB 0.75 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.44 18-21 >999 Vert(TL) -0.93 18-21 >511 Horz(TL) 0.21 14 n/a IstLCLLMin l/defl = 240 PLATES MII20 Weight: 192 Ib GRIP 220/195 LUMBERTOP CHORD 2 X 4 DF No.2-G BOT CHORD 2X4DFNo.1&Btr-G "Except* 19-20 2X6 DFNo.2-0 WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/Size) 2=1926/0-5-8, 14=1926/0-5-8 BRACINGTOP CHORD Sheathed or 2-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-9 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=38, 2-3=-5188, 3-4=-4886, 4-5=-4843, 5-6=-4108. 6-7=-4096, 7-8=-586, 8-9=-586, 9-10=-4096, 10-11=-4108, 11-12=-4843, 12-13=-4886. 13-14=-5188, 14-15=38 BOT CHORD 2-23=4901, 22-23=4469. 21-22=4469, 20-21=3481, 19-20=3481, 18-19=3481. 17-18=4469, 16-17=4469, 14-16=4901 WEBS 6-21=-281, 10-18=-281, 3-23=-299, 5-23=295, 5-21=-680, 7-21=1031, 9-18=1031, 11-18=-680, 11-16=295, 13-16=-299, 7-9=-2918 NOTES 1) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular: Lumber Increased.25, Plate Increased.25 Uniform Loads (plf) Vert: 2-20=-14.0, 19-20—74.0, 14-19—14.0, 1-8—68.0, 8-15=-68.0 K'ri f\ <lt'\if>n panum-lt-^ ami READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation ot component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-68 Quality Standard, DSB- B9 Bracing Specification, and HIB-91 Handling Installation and Bracing Rs commendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, Wl 53719 MlTek Industries, January 15,2002 "Job P0fii3 Truss 02C Truss Type ROOF TRUSS HnR~ Framing "Systems, Inc., PowayVCA "92064 Qty Ply 1 "TP083" Hem'ck Remodel R1152630 I (optional) 4.20T" "SRI s~0ct 25 200TMiTek~fiTdustries, Inc. Tue'Jari f 5T3:1SF55~2002" Page V -2-0:0 2-0-0 5-4-14 5-4-14 3x6 9-0-0 3-7-2 13-6-0_ 4-6-0 3.50 112" 18-0-0 4-6-0 . 20-0-0 2-0-0 25-3-6 5-3-6 32-10-4 7-6-14 40-0-0 7-1-12 3x4 3x6 4 19 1.5x4 2.00 12 42-0-0 2-0-0 Scale = 1:75.4 1.5x4 3x4 3x6 10 11 12 14 1.5x4 3x6 5-4-14 9-0-0 5-4-14 3-7-2 Plate Offsets (X,Y): [2:0-1-12,0-1-8] LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 18-0-0 9-0-0 CSI TC 0.70 BC 0.74WB 0.50 LUMBER TOP CHORD 2 X 4 DF No.2-GBOT CHORD 2 X 4 DF No. 1 &Btr-G 'Except*15-17 2 X 4 DF No.2-G, 12-15 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=470/0-5-8,17=2372/0-5-8, 12=709/0-5-8 25-3-6 32-10-4 7-3-6 7-6-14 DEFL in (loc) l/deflVert(LL) -0.32 17-18 >673 Vert(TL) -0.55 17-18 >390 Horz(TL) 0.02 12 n/a 1st LCLLMin l/defl = 240 40-0-0 7-1-12 PLATESMII20 Weight: 182 Ib GRIP 220/195 BRACING TOP CHORD Sheathed or 4-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 1 Rowatmidpt 8-17, 11-16 FORCES (Ib) - First Load Case OnlyTOP CHORD 1-2=18, 2-3=-721, 3-4=332, 4-5=332, 5-6=332, 6-7=1435, 7-8=1428, 8-9=134, 9-10=134, 10-11 = 134, 11-12=-901, 12-13=16BOT CHORD 2-19=697, 18-19=697, 17-18=-981, 16-17=-864, 15-16=859. 14-15=859, 12-14=859 WEBS 3-19=61, 3-18—1007, 5-18=-275, 6-18=745, 6-17=-551, 7-17=-223, 8-17=-1589, 8-16=1106, 9-16=-437, 11-16—1028, 11-14=101 NOTES1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface.4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOADCASE(S) Standard inimcti'rx anti READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid tor use only with MITak connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability ol design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-BS Quality Standard, DSB- 89 Bracing Specification, and H1B-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrlo Drive, Madison, Wl 53719 MiTek Industries, InC. January 15,2002 Job P083 Truss 02 D r Truss Type ROOF TRUSS ~HnR Framing Systems, lric~ Poway, CA 92063" Qly" 1 [Ply 1 P083 HerricS" Remodel R1152631 I (optional) "4201"" SRIs Oct 252001" MiTek Industries, Inc. Tue~JanT5~13:T8:57 2002" PageT -2-0-0 2-0-0 5-4-14 5-4-14 3x6 g-o-p 3-7-2 13-6-0 4-6-0 3.50:12 18-0-0 4-6-0 ! 20-0-0 2-0-0 25-3-6 5-3-6 3x4 2.00:12 3x4 5x5 32-10-4 7-6-14 2x4 3x4 3x6 10 40-0-0 7-1-12 ^42-0-0 2-0-0 Scale = 1:74.6 3x6 3x6 15 3x6 12 14 3x6 5-4-14 9-0-0 18-0-0 25-3-6 5-4-14 3-7-2 9-0-0 7-3-6 Plate Offsets (X,Y): [2:0-1-12,0-1-8]r[8:0-1-12,0-1-8], [17:0-2-4,0-2-4], [18:0-5-0,0-2-12] LOADING (psf) TOLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.71 BC 0.83 WB 0.51 DEFL in (loc) Vert(LL) -0.38 17-18 Vert(TL) -0.65 17-18 Horz(TL) 0.02 12 IstLCLL Mini/deft = 240 32-10-* 7-6-14 l/defl >578 >335 n/a 40-0-0 7-1-12 PLATES MII20 Weight: 263 Ib GRIP 220/195 BRACINGTOP CHORD Sheathed or 5-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing. WEBS 1 Rowatmidpt 8-17, 11-16 LUMBER TOP CHORD 2X4DFN0.2-G BOT CHORD 2X4 DF No. 1&Btr-G *Except* 15-17 2 X 4 DF No.2-G, 12-15 2 X 4 DF No.2-G WEBS 2 X 4 DF Stud/Std-G OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/Size) 2=480/0-5-8, 17=2398/0-5-8, 12=673/0-5-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-794, 3-4=254, 4-5=254, 5-6=254, 6-7=1444, 7-8=1455. 8-9=258, 9-10=258, 10-11=258 , 11-12—781, 12-13=16 BOT CHORD 2-19=767, 18-19=767, 17-18=-950, 16-17=-982, 15-16=745, 14-15=745, 12-14=745 WEBS 3-19=61, 3-18=-1002, 5-18=-275, 6-18=797, 6-1?=-581, 7-17=-218. 8-17=-1602, 8-16=1104, 9-16=-437. 11-16=-1033, 11-14=101 NOTES 1) All plates are 1.5x4 MH20 unless otherwise indicated. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOADCASE(S) Standard .. </<<AV>! ptiniiiu-ti'rx cutcl READ NOTES O\ THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tor lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-Bfl Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison, Wl 53719 MiTek Industries, Inc. January 15,2002 Standard Details Contents: P.i - Layout Legend P.1 - Typical Truss Calculation P.2 - TPI Certificate (Third Party Inspection) P.3 - Copy of Manufacturers Stamps P.4 - Web Bracing Detail P.5 - Lateral Bracing Detail P.6 - Truss to Bearing Wall Connection Detail P.7 - Partition Wall Connection P.8 - Typical Outrigger Detail P-9 - Standard Gable End Detail (1/2) P.10 - Standard Gable End Detail (2/2) P.11 - Hip Truss Lateral Bracing Detail P.12-Hip Rafter Detail P.13-Hip Rafter Detail P.14 - Common and End Jack Detail P.15 - Hip Rafter Span Chart P.16 - Hip Rafter to Truss Connection P.17 - Dutch Framing Detail P.18 - California Hip Framing Detail P.19 - Valley Framing Detail (1/2) P.20 - Valley Framing Detail (2/2) P.21 - Valley Truss Detail P.22 - Rafter Span Chart P.23 - False Bottom Detail P.24 - 30" Attic Access Bay Detail P.25 - 30" Attic Access Framing Detail P.26 - Maximum Overhang Chart P.27 - Interior Bearing Detail P.28 - Standard Repair Detail P.29 - Typical General Notes P.30 - Mitek connector plate ICBO report P.33 - HIB-91 Summary Sheet Layout Legend Sloping ceiling. High flat ceiling. Overhang supplied by others. Overframed areas. Flush Beam Wall or dropped beam FAU FAU (including workspace) AA Attic access. Dimensions 22-4-12 (22' - 4 12/16" or 22' - 4 3/4") 09/20/2000 P. i Job MI2OOO MITEK INDUS' HUfUTbo" Truss T1 Truss Typo SCISSOR Qty 1 Ply 1 3*EFERENCEj> L_- « -- 3.300»Eep2019t*MileklrKJu!,liiei, !^n^ n« - — , <™ 1f. ..' cj.« 'ls-r-1, 1 M-I <Z(L*—3 V— - Inc. Tue Mar 24-04 C-4-15 H I| 17 14:57:41 1998 &*( 1-0-0 Pago 1 PITCH DIMEHSIONSTTYP) 4^ - tFT-IN-SX) 3 PLATE SIZE U> PLATE ,ICH CRTTERIA (STD LOADS) •- 3.00 \A2ON CEHTER SPACING ' . OF TRUSSES \ / \ , / "•% 1 > S-4-1S DURATION OF 'LOAD INCREASE DEFLECTION .INFORMATION (DECIMAL INCHES) LOADING (psf) TOLL 16.0 TOOL 10.0 BCLL 0.0 BCDL 10.0 Plates Increase 1 umrw>r Inereasn Reo Stress incr 1.25 1.25 YES Code UBC-94& CS1 TC 0.52 BC 0.51 WB 0.54 DEFL (In) (loc) VertO-L) 0.15 7/6 999 VertCTL) O.M 7/6 842 HorzCTl) 0.24 5 n/a Min Length / LL deH = 240 'LATES Weight: 114(1bs> PLATE VALUES (PSI) LUMBERTOP CHORD 2X4DF-GN0.1 BOT CHORD 2X4 DF-G No.1 WEBS 2X4 DF-G Stud/Std REPETITIVE STRESS 1HC. REACTIONS (ibs/size) 1=906/0-3-8.5=906/0-3-8 Max Horz 1 =-6S(|oad case 2) Max Uplift 1=-19S(load case 4). 5=-1980oad case 4) FORCES TOP CHORD 1-2=-2597. 2-3—1821, 3-4=-1821. 4-5=-2597 BOT CHORD 5-6=2372, 6-7=2372.7-6=2372.1-8=2372 WEBS 2-8=119. 2-7=-674. 3-7«1338. 4-7=-674, 4-6=119 .NOTES BRACING TOP CHORD Sheathed or 3-0-0 on center purlin spacing. BOT CHORD 1-8:6-3-0, 7-B:6-3-0. 6-7:6-3-0. 5-6:6-3-0. STRESS INDEX -WIND NOTES V.1) This truss has been designed for the wind loads generated by 80.0 m.p.h. winds at 25.0 feet above ground tevel. using 5.0 p.s.f. top chord dead load and 5.0 p.s. ^* bottom chord dead toad. 100.0 miles from hurricane oeeanline. on a category I enctesed building, of dimensions 45.0 by 2^4.0 wHh exposure C (ASCE 7-93). Lui Increase «= 1.33. Plate Increase" 1.33.- Both end verticals are exposed. 2) SIMPSON H2.5 connectors recommended to connect truss to bearing walls due to uplift as follows: Orw connector at Jolnt(s) 1.5, 3) A plate rating reduction of 20% has been applied for the green lumber members. LOADCASE(S) Standard s.f Lumber A VMKNINti - Verijy t/fript pummeim and REAM NOTKS ON THIS AND REVERSE SIDE BEFQRK USE. Design vaTid (or use only with MfTek connectors. TWs design Is based only upon parameters shewn, and Is lor an individual buBcSng component to bo installed and toaded vertically. Applicability of design parameters and proper Incorporation ot component Is responsibility of bidding designer - no! tmss designer. Bradng shown Is tof lateral support of Individual web members only. Additional temporary bradng to Insum stability during construction b the wsponsibnity of the erector. Additional permsnert bracing of tha overall structure Is the responsibility ol the bunding designer. For general guidance regarding fabrication, quality control, storage, deltory. erection, and bradng, consult QST-M Qutlrty Standard, DSB-flfl Bracing Specification. Bnd HIB-B1 Handling Installing and Bracing Recommendation avaBablo from Truss Plate Institute. 563 0' MIT«k tnduitrl««. Inc. Onofrfo Drive, Madlcon, WI 53719 P. 1 1 t/tmvw - o/f TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY PO Box 55878 - 97238 6600 NE 78th Ct., Suite A-5 Portland, OR 97218 We are an inspection agency recognized by the International Conference of Building Officials. Council of American Building Officials NER- QA275. This is to verify that: HnR Framing Systems, Inc. 12345 Crosthwaite Circle Poway, CA 92064 is under our Audited Quality Control Program and has been since: May 1996 We audit the production under the Uniform Building Code Section 2343.7. Inspections are made a least quarterly. We find the quality observance of this plant to be in Conformance to the Standards. TONY LEWIN MANAGER OF WESTERN TRUSS DIVISION **«Kp^ Si"J.:sw«MeBBS£ "•Sfis^ HnR FRAMING SYSTEMS INC. l^OWAY, CA U.B.G. SECTION 2343J QUALITY AUDTTE0 BY TIMSWl PRODUCTS INC, MANUFACTURED FOR HnR FRAMING SYSTEMS JAMES TRUSS COMPANY N. LAS VEGAS, NV r t U.B.C. SECTION 2304.4.4 NER-QA275 QUALITY AUDITED BY TIMBER PRODUCTS INSPECTION. INC. KnR FRAKIHG S^T^/IS INC. US.C.SECTON23«.« POWAY.CA. 35 psf DESIGN LOAD SEE ENG. OW3. FOR FURTHER tt^6- P.3 COMPRESSION WEB BRACING RECOMMENDATIONS MAXIMUM WEB COMPRESSION FORCE (LBS.) BRACING MATERIAL 1X4 UTILITY D.F. 4X4 STUD/STANDARD D.F. 1X4 CONSTRUCTION D.F. 1X4IND.45S.Y.P. 1X4 *2 SRB (D.F., H.F.. S.P.F.) 2X2 #2, STD. CONST. OR BTR (SYP.DF.HF.ORSPF) 2X4 #2. STD. CONST, OR BTR (SYP.DF.HF.ORSPF} 2X6 #2. STD. CONST. OR BTR (SYP.DF.HF.ORSPF} TRUSS SPACING 24" O.C. 1600 2000 2000 3000 3000 11,600 12,000 18,000 48" O.C. . N/A . . 11,400 12.000 18,000 72"O.C. N/A N/A 11.600 18,000 96" O.C. N/A .' ' N/A 8,900 14.000 1 AT 20'-0" MAX. INTERVALS "X" BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERALFORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM (TO BE DESIGNEDLY A QUALIFIED BUILDING DESIGNER). 2. CALCULATIONS ARE BASED ON LATERAL BRACING CARRYING 2% OF THE WEB FORCE. 3 CONNECTLATERALBRACETOEACHTRUSSWFTHTW0160 COMMON WIRENAILS. '(THREE 160 NAILS FOR 2X6 LATERAL BRACES.) 4 LATERAL BRACING SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE.'TRUSS SPACE FOR coNTiNurnc. 6 FOR ADDITIONAL GUIDANCE REGARDING DESIGN &1D INSTALLATION OF BRACING CONSULT DSfi-89 TEMPORARY BRACING AF METAl>CONNECTED WOOD TRUSSES ANDH1S-91 HANDLING, INSTALLATION AND BRACING RECOMMENDATIONS FROM THE TRUSS PLATE INSTfTUTE. Lateral Brace .16dNaiIs (See Note 3) A WARNING- Verify dciirn parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. Design valid f«x uso onry with Mifek connectors. This design ts based only upon parameters shown, and Is (or an Individual buMing component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component la responsibility ol building designer - not truss designer. Bracing shown Is for lateral support ol Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding tabrtcatton. quality control, storage, delivery, erection, and bracing, consult QST^a Ckwlrty Standard. DSB-89 Bracing BBVBJMMKI SpMrffloUon, and HIB-91 Handling ln«Ulllng and Bracing Recommendation available from Truss Plate Institute, 583 D' MIT«k lndu*lrl«*t Inc.Onofria Drive, Madlaon, Wl 5371 g NO.C049919 EXf? 9-30-00 PA PAGE 10 f?>fl. RePuciue COH AT jfe or- ATI/ALT LATCftAl bP-A6& WITH 10P NAILfc 6? OF- P&TAiU AUT. F-0P. OH& UAT&P-AL bi2.A6E:AUT. 11 0.6. TTF. -<2 r- '•^js^yiv-<«v-^o^r£*g§NOTE: 2X3, 2X4, OR 1X4 GRADED ^- <~e*n*ar LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1OD PER WEB (TYP). BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)* BHP OF- AT AHP AT 1Q P.&F-&P. TO Hlb-^I &UHHAP.Y ^&&T POP. P.&60HH&HPATIO OF- T^& TP-U&& PLAT& IHfc-TU UAT&P.AU P&TAIU /i .a P. 5 < ?Inil.mddMMmllainmUen bvbinrntfrtRnlllM irI.kMtHh Moj llwAuae * nw »ItuCM rnnl bapieliY ihcnm.MH la Ih*•tort lor dolMpM« he»ltow.yiroalrtot|r •boCOLLJ CC O U!|f pS-5 !zt*i-6K* l5«i*| l|?iNBl 1;JE-^6 rtili i^ ifia|l:|«slul^sllJ^ti JISB** m^fi!*"•!!•!bsf* -ft" !l!?1 hdnl b*b._o 5 H C-T= f lor hing i rfiilMa lo •• Hi«< bodna md livwit gied « lh«o dnlgn lwvtfiMJ fa Inirrt ov«kt« iio. jmd pnpnilr hrictmn ini Ont'-ft inliime* bilk. Inc. anvdi** no ocmt^lh« Itfrtulon. hindllng. iidng lmmrpcntxi\ I inlwi.l rii« «l kudtb*rlgH* •lgHtUmiii<4.far li hAndIB iy MlwnlIhilar*.i. rmlcjiniBn;*liqivymd• IM Byipcnonno it-i»companCv« n•uno pakiini hf.»nlllfflh bicjKIponOim o•z,_i jjcr P2to 2r-O a: a o•5 \ * 1f- _J -f & 4 -4 &- 1^ I£^ 1? £ T^T•inill SB"-«=, 1*3M«*Art}^IT||Ihil U! £i*ilIlll fl'* i 1 Ii 'Rl*«!1 ih r« i! a-*v rf con*mnn«*Mha H*. No bv fll bnc*d) ^MIIIta»OqnpM «ttMeoCbuilnwn4 P. 8 STANDARD GABLE END DETAIL, WIND SPEED 70 MPH, MEAN WALL HEIGHT 15 FT.. O PREPARS3 BT'HIAHT OFFICE * DIAGONAL OR L-BRACING REFER TO TABLE BELOW 12 VARIES TO COMMON TRUSS TOP CHORD FOR 2X3 0 FLATWISE f BE NOTCHED _<4 INSTALLED Q 32* o.c. ON GABLE VERTICAL Q 16' o.c TRUSSES AT 24' O.C. SHEATHING 2X4 LATERAL BRACING AS REQUIRED. ;ONT. BEARING. 3X6 SPL. OPT.-f^ SPAN TO MATCH COMMON TRUSS. TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/8d NAILS, 8' O.C. VERTICAL STUD SECTION A-A. LATERAL BRACING NAILING SCHEDULE. VERT.HEIGHT. UP TO 7'-0' 7'-0' OVER - ff-6" 8'-6" & NAIL .AT Q END 2 '- 16d 3 - 4 - 16d 16d MAXIMUM VERTICAL STUDS HEIGHT. SPACING OF VERTICALS 12 INCH QC. ' 16 INCH O.C. 24 INCH O.C, WITHOUT BRACE 5-7-2 5-1-0 4-5-4 WITH LATERAL BRACE 14-3-12 12-4-12 10-1-7 WITH L-BRACE 10-4-14 9-5-8 8-3-3 NOTE: t.VERT. HAD BEEN'CHECKED FOR 70 MPH WIND LOAD, MEAN WALL HEIGHT OF 15 FT. *NQ L/24B OEFL CRIT. 2.CONNECTION. BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL-TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. • APR 2 8 1998 3PURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, ^CONSULT BLOC.. ARCHITECT-Qj^|fijINEER FOR TEMPORARY AND PERMAIiSliPt&y^Nff^SROOF SYSTEM MINIMUM GRADE OF LUMBER T.C. 2X4 -No.-2 91 DF-L 3.C. 2X4 No.2.91 DF-L Webs 2X4 STUD DF-L LOADING TOP 50TTOM (PSF) L 0 1 <b )4 0 \Q SPACING: 30 Inch O.C. TPI-S5 Crlt. USC-9^- STR. INCR. i -2$ % DRAWN 8Y : JB CHECKED BY -. JAI REP. STRESS: YES iva-ia^g• - • i i CM I— C_J P. 10 <«A.CiE.S Version 5. ?»»«-*.stomer :reject I: HIPRAFTER Truss ID : HIPRAFTERQuantity Family * : 205' ' $£L£CT STRvcTl/RAi HL TO PK: 8-5-RISEsG-11-15 •OADING (PSFI L DJOP 16 14JOTT 0 10 MINIMUM GRADE OF LUMBERTOP CHORD: 2 *& S.S.'. 91 DF-L 5TR.INC.: LUMB ~ 1.25REPETITIVE STRESSES PLATE =1,25 "NO. OF MEMBERS =.1 c . 'LATHS ARE MITEK 1^0-186,147 HAHUFACTURED FROM ASTK A 'W£ GRO A GALVANIZED STEELCEXCEPT AS SHOW) 'LATE HUST BE INSTALLED OH EACH FACE OF JOINT, SYHHETRICAU.Y<EXCEPT AS SHOUNJOESIGN CONFORMS WITH NDS DESIGN SPECS, UBC-KBO,TPI-91 THIS DESIGN IS FOR TRUSS-FABRICATION ONLY. FOR PERMANENT AKO TEMPORARY SRACINGtWHICH IS ALWAYS REQDKONSULT 8LOG ARCHITECT OR ENGINEER P. 12 OCT 2 4 200° •Customer Project * . = « = = = = = " = =[ 001474 HIPRAFTER Truss IDQuantity HIPRAFTER 1 FamilyTop Pitc/h 2054./12 I70P-P |(^'2".£'i>'^5.wk HL TO PKi8-5--3-15 RISE:6-11-15 LOADING (PSF)LV D 16 14 0 10 TOP BOTT MINIMUM GRADE OF LUMBER _No.l 91 HFTOP CHORD:2*4EOT CHORD:2*4 WEBS :2*4 No.l 91 HF M^ STANDARD 91 HF STR.INC.: LUMB =1.25 PLATE REPETITIVE STRESSES M^T = 1,25 SPACING : 24.0 in, O. c.NO. OF MEMBERS = 1 FUTES ARE HITEK M30-166,117 MANUFACTURED FROM ASTH A 'U<5 GRO'A GALVANIZED STEELCEXCEPT AS SHOWN) PLATE MUST BE INSTALLED ON EACH FACE OF JOINT, SYHMETR1CALLYCEXCEPT AS SHOUN>D£S1GN CONFORMS WITH NOS DESIGN SPECS, U8C-ICBO,TP1-91 THIS DESIGN IS FOR TRUSS FABRICATION ONLr.FOR PERMANENT AW TEMPORARY QRACIMG(«HICH IS ALWAYS BEQO)CONSULT BLDG ARCHITECT OR ENGINEER. OCT 2 *f 2UOC P. 13 P0LJ&UA& HP-l H.P.6. HOTS 6 IH 6IH6US- Mfc-hfc'&'P- UfrfcP IH UfErp IH APJU&TEP LUM&SP.AHP TYPS P.KU. HCJ. Hi). I p.p.u. fr&U frtP- P.f-.L. HO.&TF. P.f-.U. HO. 1 P.P.U. 1X-IO P.P.U, HO.P.P-.L HO. 1 P.P.L, P.f-.U. KO. 1 t, &TP- P.F-.U. HO. 1 P.P.U. Pb &00 I^&O 1500 1100 1000 PV Oft [.bOC.OOO 1,700,000 ,^00.000 .&00.000 ,700,000 ,100,000 ,600,000 .700.000 ,300.000 l.&OO.OOO 1.700,000 UOAP1H& LUH&6P. fclZB AHP rtPB ISfr frfeU 0TP- P.P.U. Wfr HO, 1 k, frTP- P.P.U. */& HO. 1 P.F-.U. W fcBU *TP- P.P.U. 1*t HO. 1 i| frTP- P.P.U. »*& HO. 1 P.F-.U. 5?tIO tfcU frTP- P.P.U. *^W HO. 1 * frTP- P.P.U. fJSlO HO. 1 P.P.U. »X1» OBU fcTP- P.P.U. isia HO. t t, btp. p.p.u. «)«1« HO. 1 P.P.U. 10 f 7 P&P E)1-*11 7l-7" 7'-^" <V- + "a'-u" &'-£•" |o'-7- |0'-i" q'-B« ir-fc"II'-*" 10' -fr" ?o + to pfp 71'**fr'-ll- fr'-ft" &'"J" g)1-^" . 7..^« q1-*' ^'-^"&'-ll" [O'-q,'1 10'-^* q'-lfl" 50 +- 7 PfrP b'-ir fc-'-lo" b'-b" &'-o« 6'-o" ?'-7" c^'-o" l\'~0a &'-^M q-^ll- ^-ll" q<-&" 90 -t- l£ PfrP &'-?•'' fr'-V fr'-l" 7'-*" 71'** 7' -4" b'-l* I &'-»' &'--J" ^'-O11 q'-O" q'-O" 40 -f 7 PbP fo'-^." 6»'-^rt fr'-o" 7l-l" 7'-l" 7'-o* &'-o" &'-0" 6'-o" fc'-io11 &'-lD" O'-io" 40 * fr P6P - ^'-&' fy'-j,' V-f b'-fr" 6,»-fr" b'-fr» 71-&" l1-^" 7l-e»" &'-*< &'-^' s'-a" P. 15 :zro oo ^ft•o•n c^.V- o V- cf.1^ V- V-V- P. 16 V- siA & s5TZ: X V- V-v- P. 17 P. 18 MiTek' MiTek Industries Inc 3033 GOLD CANAL DRIVE SUTTE200 RANCHO CORDOVA CA 95470 USA FAX (916J 631 8225 TELEPHONE (916) 631 7811 VALLEY FRAMING OVER ROOF TRUSSES AT 24" O.C. REFER TO SC024972, PAGE 2 OF 2 FOR DETAILS LOADING TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD LOAD DURATION WIND LOADING 30 MIN, 50 MAX 14 MIN, 15 MAX 5 MIN, 10 MAX Q% ;MIN,. 15% MAX 80 MPH, EXP.B BLDG. HEIGHT 30'-0' VALLEY FRAMING VALLEY RAFTERS SHALL BE 2x4 No. 2 D.F.L., HEM FIR,, OR BETTER RIDGE, RAFTERS SHALL BE 2x6 No. 2 D.F.L., HEM FIR, OR BETTER 2x4 PLATES SHALL BE No. 2 D.F.L., HEM FIR, OR BETTER 2x6 PLATES SHALL BE PER PLAN SPECIFICATIONS POSTS SHALL BE 2x4 STUD D.F.L., HEM FIR, OR BETTER USE SINGLE POST FOR LENGTHS UP TO 6'-3" USE DOUBLE POST FOR LENGTHS UP TO 6'-3" TO 10'-0" MAX. POST SPACING SHALL NOT EXCEED 4'-0" NAILING PLATES TO -TRUSSES OR VALLEY .FRAMING, USE lOd .NAILS.77;..r. POSTS TO PLATES OR RIDGE RAFTER, USE-THREE ..lOd.tTOE-^'NAILS VALLEY RAFTER TO RIDGE RAFTER, USE FOUR ..10d TOE-NAILS.;;.", DOUBLE POSTS, NAIL TOGETHER WITH lOd NAILS AT 12' O.C. ROOF SHEATHING NOTE: TRUSS CHORDS BENEATH VALLEY FRAMING MUST BE SHEATHED VALLEY VENTILATION PER BUILDING DESIGNER ROOF "SHEATHING AND NAILING PER PLAN SPECIFICATIONS (BY OTHERS) DO NOT CUT CROSS TOP CHORDS SC024972, PAGE 1 OF 2, REV. "7/24/96 P.19 REXAM p. 20 TYPICAL VALLEY TRUSS FRAMING TRUSSES @ 24" O.C. (TYP.) SUPPORTING VALLEY TRUSSES. PLYWOOD SHEATHING; SEE STRUCTURAL NOTES. ., FILENAME: VAiLEVFRAMING i710/0o 2X4 SLEEPER (FOR EDGE NAILING) VALLEY TRUSSES © 24" OC. (TYP.) PER LAYOUT DRAWING. NOTE:LATERAL FORCE SYSTEM AND BRACING TO BE DESIGNED BY QUALIFIED BUILDING ENGINEER. SECTION A-A1 ROOF SHEATHING PER PLAN PLYWOOD SHEATHING NAILED TO SLEEPER: FOR NAILING REFER TO STRUCTURAL FRAMING NOTES. fOE-NAlL VALLEY TRUSSES TO r.c. wm Z-KW NAILS (0.131- D1AX3.01 LENG 2X4 SLEEPER: STUD/STD. DF-L NAILED TO SHEATHING WITH 2-1 Od NAILS (0.131" DIAX 3,0" LENGTH) ~ EACH TRUSS T.C. I VALLEY TRUSS (TYP.) SEE ENG. DRAWING. STUD SPACING OF TRUSS TO BE 48" O.C. MAX TRUSS T.C. (TYP.) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOADS ONLY. ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL FORCE SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. WARNING - Verify design paranwcrs find READ NOTES ON THIS AND REVERSE SIDE BEFORE t/5£ Design valid for use only with UfTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of da sign parameters and proper Incorporation ol component Is responsibility ot building designer - not truss designer. Bracing shown Is tor lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing ol th« overall structure Is the responsibility of the building designer. For general guidance • regarding fabrication .-quality control; stotane. daliieny. emUlui i; ami LuUnuTUJiiSon CIST-BB OMUiy SlaTigaTcT PSB"-" 89 Bracing Specification, and HIB-91 Handling Instillation end Bracing Recommendation available from Truss Pills Institute, 583 D'Onolrlo Drive, Madison, Wl 53719 MiTok Industries, Inc F-IP-H.p.e?. frlZ-t APJUfrW TYP6 a/4 HO. •a- P.P.U. HO. 1 HO. 1 P.KU HO. 1 17. KL. HO. -i P.P.U HO. I P.KU HO.(7.P.U. •JSfO HO. I P.P.U. HO.P.F-.U HO. I P.f.U. F-fr mo F-V HOTSb 1,700,000 l.bOO.OOO 1.700.000 l.bOO.OOO 1,700,000 1,700,000 1,700,000 IH 4. ALL P-APTEp.fr *lZ.6fr AP-6 PSfrl^Htc? AT ^4" 0.6. MPMWTP- (t-P) UbfP IH 6AL6UUATl«lHf3. HOT IH LUHbCP- tlZlE AHP TTP6 ^^4 HO. 1 P.F-.L. *^4 HO. 1 P.F-.L. •Jjtb HO. 1 P.KU •ZXfa HO, 1 P.^.L. a^b Ho. * p>.i. 1;<& HO. 1 P.KU ^^10 HO. 1 P.?, I. 1*\0 HO. I P.F-.L. *JtW HO. -2 P.F-.U, WI4 HO. 1 P.KU, •JO * 7 FtPr-^" 7' -11" »'-!«" i-j-'fr" ft'-o*. [fr'-0« 1&'-*" W-511 *!'-*" W-fr" 10 * 15 Pfrf 71-1" 71-7* (<j'-5" ll'-l" IV-*" IV -I!1 [fr'-O" 17' --*" 16'-7"i<v-ir ?>0 <• 7 POP fr'-q- fr'-ll",0>-|.' [O'-q" La'-io" tV-b" 15'-4»H Ifr'-ft" Ifr'-l" Hl-4" e-0 4- 15 Pbp t-'-V (?'-&* q1-^" qi-^» II1 -7" la'-e-11 14' -£n Ib'-a" l&'-b" l7(-£7n 40+7 FfrP &'-[" *?'-^rt &'-!lv <V-7" ll-'4-- 12' -l" !^1-10" 14' -P"i&'-r 17'-1" 40 *• 15 PfcP 5'-&" b'-o" &'-V fr'-|0» [O'-k* ll'-'i" li'-jo" IV -fr" [41 -[o 15,' -[0" P. 22 TRUSS CALCUUmOKS ANDBIGMEBtB) STRUCTURALDRAWMGSFORALLFURTHQtHFORMATHH.BULDMG30" BAY STANDARD DETAIL RESPOKSBU: FOR All Wtl TRUSSTOORUSS CONHECnOKS. BUUMGDESKNERIENGHEBl OF RECORD TO REVEW AND APPROVE OF AilDESIGNS PRBRTO CONSTRUCTOK.FRAMING AND TRUSS MANUFACTURERSnmtat ALL DESK5NS ARE PROPERTY OF HnR FRAMING SYSTEMS INC. ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS INC. 44" Tt t-z r 4&" NOT&-- T4 Tl &FA6IH^ T4 4. 4. L06AT&P AT P&&I6H ALL OTH&P- AT 44" 0.6, OP&HHIH6. WITH 4*4 HlHlHUH LUHb&R. HAIL TO HtHIHUH £HfeP HAIL^, P-OOP AHP " 0.6, ATTI6 P. 25 MAXIMUM 0\/Ep.HAN6i N.P.b. UUHb£P> HOTfcfr APJUfrtBt? UUMlfrtP. 6IZB AHP TTP6 Wfr HO. -2 ^&M F-1P. •J/b HO. 1 HfcM MB. 4/fr HO. 1 t, bTP. HfcH MP. */«> fcfcL bTP. WEH F-IP. W& HO. * fr.P.F-. a?<fr HO. 1 fr.P.F-. titfr frfcL t>TP- fr.P.F-. a/b HO. ^ P.P.L. ^fr HO. 1 P.F-.L. l^b HO. 1 ^ bTP- P.F-.U. *itb *EL frTFt 13.F-.L. F-& 1^70 K-JO 1^70 ao^e? 1110 1270 w& 1*10 l-tlb mo *I70 H 1<? 15 1*? V? 70 70 70 q& ^^7 ^f, flb t ,900.000 , WO.OOQ .WO ,000 .bCQ.QQQ ,100.000 ,?00.000 ,^00,000 .&00.000 .700.000 .&OC.C-00 i.qoo.ooo I1?'/-IH6P.BA&6 Ufr&P IH IH 4. S". U/24*7 UfrPt? IH LIVET U^At? + 2'0" o,c. C6P-) U&&-J7 IH 6AL£>UUATI°H& AHP MAXIMUM LUM&fep. 6IJ6 AHt? TYP6 •**& HO. * HtH HP- *^b HO. 1 HtH HP. a?t& HO. 1 t, &TP- HfcH PIP. *)*fr e>6U &T* HtH PIP- */& HO. * fr.F.K 4/fr HO. 1 fr.P.F-. ^3^4? ft£L t>TP- to.P.f-. Wf? HO. 4 P.F-.U. •Jjt& HO..I' P.F-.U. **fr HO, 1 t, t-TP. P.F-.U. a^b frfcL frTR P.f-.U. ^0 *• 7 Pfc?- •?&* W" w &*" p,^" w ^&" &*" fr^rt &&" fc-fr" *0 * K» PfcF-&v&fr" ^&* ^7tt e>o" w FJ^.11 5>7" W bq« frO" 90 * 7 PfrF- M" ^t7" 5*7* &fr" 4^" &rw.-£&" 5,7- e-fr" 5,q" 50 f fr P&F- ^q" W" e>!" F7^« 4&" 46" 4«H11 Stf" e»*" W f7b" +0*7 Pfrf- 4&n W" W ^4" *b« 41* 4&" ^*fle?*" (j>4" ^" +o * ie> Ft* 4b"4&H 4&" 4^" 49" *r4&11 4^" 50" w w* P. 26 r J P. 27 STANDARD REPAJR DETAIL FOR BROKEN CHORDS. WEBS AND DAMAGED OR MISSING CHORD SPUCES CH TOTAL NUMBER OF NAILS ON EACH SIDE OF BREAK ' 2X4 14 18 22 26 30 2X6 21 27 33 39 " 45 X (INCHES) 24" . . 30' 36' 42' 48" MAXIMUM FORCE (IBS) 25% LOAD DURATION SYP 2X4 1891 2432 2972 3513 4053 2X6 2833 3648 4459 5269 6080 DFn* 2X4 1744 2243 2742 3240 3738 2X6 2617 3365 4112 4860 5603 SPF 2X4 1478 1901 2323 2746 316B 2X6 2218 2851 3485 4119 4753 HF 2X4 1506 1937 2376 2798 3228 2X6 2260 2906 3551 4197 4843 SR2 03-ZW4SEF MiTek Industries, Inc. St.63177 ' DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBERS TO EACH FACE OF THE TRUSS (CENTERED ON BREAK OR SPLICE) WITH 10d COMMON WIRE NAILS (2-ROWS FOR 2X4, 3-ROWS FOR 2X6) SPACED AT 3" O.C. (6" O.C. EACH FACE) STAGGERED AS SHOWN. THE LENGTH OF THE BREAK <C> SHALL NOT EXCEED-12'. (C =. PLATE LENGTH FOR SPUCE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED CD IS CALCULATED AS FOLLOWS: . -lOdNAILNEARSIDE -lOd NAIL FAR SIDE TRUSS COWJGURATON AND 6KAK LOCATIONS FOR ILLUSTRATION ONLY 6'WIN THE LOCATION OF A BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEa JOINT AND A MINIMUM OF &' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE TO REPAIR JOINT SPUCES. NOTES: l.THBBASPEOFCREPARreTAlJOBELEEDC^YrairSO^fW Of THE TBUSS 6 UNOM^GEO. THE ENHR£ TRUSS SHAU. E£ INSPECTED TO VERFYTHATNORRWERREPAKSARERecUREaWHENTHE E£OJlRED.R£PAIKfrAfiE FflOPEHVAPPLED. WE TRUSSWU ES CAPABLE Cf SUPPORTING THE LOADS INDICATED ON THE OOGNAl ENGINEERED DRAWING. 2. ALL WEWBEfJS MUST BE RETU»CDTO THEJR COSfNAt POSmCNS BEFORE APPLYING REPAIR AND HELD IN PLACE CURING APPLCAT1ON OF REPAIR. 3. THE END DCTANCE. EDGE DETANCE, AND 5PACIN3 OF NAO SHALL BE SUCH ASTO AVOD WUSUM-SPLITTINSOFTHEWCOa 4 WHEKHAJUNGTHE SCABS. THE USE Of A &^OCLP WEIGHT IS RECOMMENCED TO AVOID LCOSENNG OF THE CONNECTCn PLATES AT THE JOlNISXMiPUCES. 5.THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IK THE 2 x ORIENTATION ONLY WHICH INCLUDES 'COMMONS, SCISSORS, MONOS, LOW PITCED TRUSSES, ETC. ~ . ^^^^ 6.THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. P. 28 oi_Sc/a4- 8-O 2o l— a.IS 0 IIuu O a° ^.f<Da>==! 231 le!g «--Q>-t-•a 0=8n flj LJr- ™£151-0)Ec £o "5 iic-sz.Sn ,d °«£—-D42!S CN -O eo o- .scQJ O ^ -iwolOQ)Dt;^E -J-D^*lT o £ o*O <D £ S © QdOHO dOl 0+—to D) C I z auoHOdOi *M ^|o o t>2s° 2S i"tt 2 is o o |<g p CO — O* CO3 U S z wr a O Z O § CO X 6COs OJ O O(> . O^T r^- co C> (NCM O ~Z_CO CO i-- . O-O ^— 00O- OJ OiO r-^ r-^— CO CO o 11m111 l?§ a6 II -I s^3!II l o !i Sl M v> =3U 3£ oa 11 P.29 ££ O linn ugi HJ fillipii^'si * "tit5*1 i^fti.<o — £ia — & —TSif^is = •33*1° S*J|"8jJflf*452™ «S £.£ a^»s^ll^£E^T^S=-= P^^lflgjg'So-ng^Jri *S5i ^-Iss1!*filPg?r3-8 u <S i sp^ii^i =?llsl|l& fl^-Sa-DaS^ iliBtfliifl |si|||||l||•fo^if S£Jg! -i|la«p|sii>:^Is^^li5Hi'S--«a||s~|sE§i-s-8giliiiiP" ^ncoi£ E^£gIa1sp^s«I-sa icUil.j-a P. 30 to.*OflJSo. 2 S 13 ii gfi fca i!13 = i|I ii P. 31 I o(N WIOCM WXo CM Oeg CO CO oCM CO CD COX oCM to1 CL L-o t3 (Ucco O 0) OflOoOoOgOoO OoOflGoOoGflO OoOoOo00D(]D DGoGoGWoG »l 11 0 0 QIO 00 D D D•D D D D0000-D DQ 0 0D D 0 0 0D D D D"0 D D 0 DD D 0 0D D 0 0 DD D D 0 flOfl 0^0 0^0 0^0- 0^0 0°D 0^0' 0^0 0^0. 0^0 QOfl 0^0 ODD fl°D 0^0 ,0Q0 O^D 0^0 0^0 O^D P. 32 P. 33 35 19-0-0 21-0-0 Span BUILDER Bill Herrick PROJECT TITLE Herrick Remodel PLAN- N/A NjckAvalos Carlsbad, CA SCALE 1/8" = 1'-0' SUE DATE' 11-7-01 REVIS10N-1: 1-15-02 ABOVE PUN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. :RAM1NG AND TRUSS MANUFACTURERS Hit FRAVI KG SYSTEMS INC IH65GFi£GG ST iWAY.CA 3106I mtfrl'T. ALL DESIGNS ARE PROPERTY OF HnR FRAMING SYSTEMS INC, ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY HnR FRAMING SYSTEMS INC. 3033 GOLD CANAL DRIVE SUITE 200 RANCHO CORDOVA CA 95670 USA FAX (916) 631 8225 TELEPHONE (916) 631 7811 Re;P083 P083 Herrick Remodel The truss drawmg(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by HNR Framing Pages or sheets covered by this seal: Rl 152626 thru Rl 152631 My license renewal date for the state of California is September 30, 2004. January 15,2002 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec. 2. 'Job " f Truss '" "" " [Truss Type PQ83 1Q1A, iFINK HnR Framing Systems, Inc.. PbwayV'CA 92064 "Ply 1 PQ83 ReTrick Remodel"' R1152626 -2-0-Q 2-0-0 6-M3 5-2-13 ; i • {optional) '2.201 'SRTsO'cT?5200'l MiTeh rndusi'ries. Inc." Tue"7ari 15 13:18:5(T2G02" Page"1 1Q-6-Q 15-3-7 21-0-0 23-0-0 4-3-3 4-9-7 5-8-9 NOTE UPPER TOP CHORD MEMBER TO BE ATTACHED TO LOWER TOP CHORD MEMBER WITH 1.5X4 M20 CONN. PLATES AT 2* IN. O.C. OR PURUN SPACING, WHICHEVER ONE IS LESS ALONG TOP CHORDfEXCEPT AS SHOWN). NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24 IN OF THE HEEL JOINT(S). 3x4 2-0-0 Scale « 1:40.9 4x12 u 3x4 .-•: 3x4 3x8 4x6 3x8 4x6 Plate Offsets (X.Y): LOADING (psf) TCU 20.0 TCDL U.O BCLL 0.0 BCDL 7.0 7714 13-4-2 7-7-14 5-8-4 [2:0-11-6,0-1-81, [2:0-11-6,0-1-4], [4:0-2-0,Edge], [6:0-11-6,0-1-8], [6jO-_11-6,0-1:4] SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Slress Incr YES Code UBC97/ANSI95 CSI TC 0.33 BC 0.6S WB 0.22 DEFL in (foe) l/defl Vert(LL) -0.08 10 >999 Vert(TL) -0.19 8-10 >999 Horz(TL) 0.06 6 n/a 1 sl LCLL Win l/defl = 240 in-o-u 7-7-14 PLATES MII20 Weight: 12315 GRIP 220/195 BRACING TOP CHORD Sheathed or 5-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2X4DFN0.2-G WEBS 2X4DFSlud/Std-G OTHERS 2 X 4 DF Slud/Std-G REACTIONS (Ib/Size) 2=998/0-3-8, 6=998/0-3-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-2237, 3-4=-1929, 4-5=-1904, 5-6=-2329, 6-7=19 BOT CHORD 2-10=2156, 9-10=1483, 8-9=1483, 6-8=2245 WEBS 3-10-422, 4-10=533, 4-8=494, 5-8=-489 NOTES 1) All plales are 1.5x4 MD20 unless otherwise indicated. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-, UBC-97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOADCASE(S) Standard Jg^ WARNING • Vi-riJ\ £/r.w.r,'ri puntrrtt'trr* ttntl READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is tor an individual Building componem to be installed and loaded vertically. Applicability ol design parameters and proper incorporation of camp<3!\eiM is lesparvasoiiity of buMng aesignei - riot ttuss designer Bracing sfrav*!i is lot lateral support ol individual wab members only. Additional temporary bracing to insure stability during construction is tne responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qyalily control, storage, delivery, erection, and bracing, consult QST-68 QualHy Standard, DSB- 89 Bracing Specification, and HlB-91 Handling Installetlan and Bracing Recommendalion available tiom Truss Plate Institute, 583 D'Onolrio Drive, Madison, W) S3719 MiTek Industries Inc. January 15,2002 "Job ' " ! Truss Truss Type"i P083 018 \ FINK HnRFraming SysfemsTlnc., Pbway.'CA 92064 'PQ'83"Herfid< Remodel R1152627 '4V20T -2-0-0 2-0-0 5-8-10 5-8-10 10-6-0 4-9-6 {{optional) MiTek iridusfries',"lnc.'"Tue"Jan 15 T3:T8:S"1 "2'OD2'Page'T 15-3-6 4-9-6 21-0-0 5-a-io 23-0-0 2-0-0 Scale = 1:40.9 3.50lf2 3x6 3x4 :. 3x4 LOADING (psf) TCLL 20.0 TOOL 14.0 BCLL 0.0 BCDL 7.0 7-3-12 7-3-12 SPACING 2-0-0 Plales Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.38 8C 0.64 WB 0.20 13-8-4 6-4-B DEFL Verl(LL) Vert(TL) Horz(TL) in -0.09 -0.22 0.05 1st LCLLMin l/defl (loc) 10 8-10 6 = 240 l/defl >999 >999 n/a 21-0-0 7-3-12 PLATES MII20 Weight: 81 Ib BRACING TOP CHORD Sheathed or 3-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. GRIP 220/195 LUMBER TOP CHORD 2 X 4 DF NO.2-G BOT CHORD 2 X 4 DF No-2-G WEBS 2X4DFSlUd/Std-G REACTIONS (Ib/Size) 2=998/0-3-8, 6=998/0-3-8 FORCES (Ib) - Firsl Load Case Only TOP CHORD 1-2=19, 2-3=-2110. 3-4=-1831, 4-5=-1831, 5-6=-2110, 6-7=19 BOT CHORD 2-10=2019, 9-10=1401, 8-9=1401,6-8=2019 WEBS 3-10=-362, 4-10=497, 4-8=497, 5-8=-362 NOTES 1} This truss has been designed for a 10.0 psf boltorn chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSl/TP11-1995 crileria. LOAD CASE{S) Standard £j^ WARNING - Verify drxi&n parameter* and HEAD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is Based only upon parameters shown, and is lor an Individual building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of biiilding designs' - not truss designer. Bracing shown is lor lateral support ol individual wsb members only. Additional temporary bracing to insure stability during construction is the responsibility ol the erector. Additional permanent biacing of the overall struciure is trie responsibility of the building designer. For general guidance tegarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-8B Quality Standard, DSB- 89 Bracing Specification, and HIB-91 Handling Installalion and Bracing Recommendation available from Truss Piats institute, 583 D'Onofrio Drive, Madison, Wl 53719 MlTeK Industries, Inc. January 15,2002 Job ' " "I Truss " ; Truss Type P083 |02A ! COMMON Hh'R'Frarning Systems, Inc., Poway, CA 92064 ' ' ' 4.20'1" •Qty i1 Pfy ' 1 P083 HerricK Remodel " " ' (optional) SRT's 'OclYS 200rrV1iTek "Industries, Inc. TUB JanT5T3:"T8'^3"^Q02' R1 152628 j Page i -2-0-0 2-0-0 5-8-7 5-8-7 10-5-10 4-9-3 15-2-13 fl-9-3 20-0-0 1-9-3 24-9-3. 4-9-3 _29-6-_6 4-9-3 34-3-9 4-9-3 40-0-0 5-3-7 42-0-0. 2-0-0 Scale = 1:71.8 3.50 i 12"5x5 7 5x5 -;,5x5 11 12 3x10 -.19 3x4 2x4 18 17 4x6 „• 3x8 16 15 3x8 :.. 4x6 14 8x8 3x10 Plate Offsets (X,Y): LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7 0 8-1-0 1S-P-H 21-9-3 8-1-0 7-1-13 9-6-6 [4:0-2-8.0-3-0].[7:0-2-0.0-0-0], [10:0-2-5,0-3^0], [18:0-3-0,Edge),[19:0:1:l2,0:p-16] SPACING 2-0-0 Plates increase 1.25 Lumber Increase 1,25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.77 BC 0.99WB 0.43 DEFL in (loc) Ven(LL) -0.39 16-17 Vert(TL) -0.92 16-17Horz(TL) 0.20 12 1SILCU- Win l/ctefl = 240 31; 11-0 7-1-13 l/defl >999 >514 n/a 4U-U-U 8-1-0 PLATES MII20 Weight: 282 It) GRIP 220/195 BRACING TOP CHORD Sheathed or 2-3-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LUMBER TOP CHORD 2 X 4 DF No.2-G BOT CHORD 2X4 DF No. 1&Btr-G 'Except*15-182X4 DFN0.2-G WE3S 2X40FStud/Std-GOTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=1776/0-5-8, 12=1776/0-5-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=19, 2-3=-4695, 3-4=-4370, 4-5=-4370, 5-6=-3519, 6-7=-3519, 7-8=-3519, 8-9=-3519, 9-10=-4370,10-11=-4370, 11-12=-4695. 12-13=19 SOT CHORD 2-19=4485, 18-19=3970. 17-18=3970, 16-17=2708, 15-16=3970, 14-15=3970, 12-14=4485 WEBS 6-17=-324, 8-16=-324, 3-19=-344, 5-19=368, 5-17-705, 7-17=1061, 7-16=1061, 9-16-705. 9-14=368, 11-14=-344 NOTES 1 ) All plales are 1 .5x4 M1I20 unless otherwise indicated. 2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, U8C-97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed with ANSI/TPl 1-1995 criteria. LOAD CASEfS} Standard $§^ WARNING . W-/-//V (te.iizn >Htr«mKi<>rs cinti READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid tor use only wiih MITek connectors. This design is based only upon parameters shown, and is for an Individual building component lo be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ol building designer - not iruss designer Bracing shown Is lor lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of Ihe erector. ^^ ^•BIS ™ Additional permanent bracing ol the overall structure is the responsibility of the building designer. For general guidance flHBBJBi regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-BB Quality Standard, DSB- BlBlB 89 Bracing Specification, and HIB-91 Handling Installation and Bracing Recommendation available from Truss •»••• Piate inslitute, S83 D'Onofrio Drive, Madison, Wl 53719 MITek Industries, ItlC. ^SS5£~?f January 15,2002 .Job ! Truss : Truss Type" i PQ83 102B i COMMON HnR" Framing "Systems, Inc., Poway. CA 92064 -2-0-0 2-0-0 5-8-7 5-8-7 10-5-10 4-9-3 15-2-13 d-9-3 Ply - " ~Ptf8THefrick Remodel [6 |1 j {PC!'?^31) R1 152629 4.201 SR1 s Oct 25 2001 MiTek Industries, Inc. Tue Jan 15 t3":fST5"4 2Q02~Page 1 20-0-0 20-9-3 29-6-6 34-3-9 40-0-0 ,42-0-0 4-9-3 4-9-3 4-9-3 4-g-3 5-8-7 2-0-0 Scale = 1:80.7 3,50 12 2 ' 'isS 3x12 23 3x4 22 21 20 19 18 17 5x6 WB:-. 4x4 - 4x4 :: 3x8 -_• 3x8 .. 4X4 ::- 4x4 5x6 WB - 16 3x4 Plate Offsets (X,Y): LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 7.0 8-1-0 15-2-13 , 2.4-9-3 B-1-0 7-1-13 ' 9-6-6 [2:1-0-0,0-0-2), [8:0-3-0.Edge], [14:0-6-6,0-1-8], [22":0:3-0",Edjje] 31-11-0 7-1-13 40-0-0 8-1-0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.61 BC 0.86 WB 0.75 (Matrix) DEFL in (loc) l/defl Vert(LL) -0.44 18-21 >999 Vert(TL) -0.93 18-21 >511Horz(TL) 0.21 14 n/a 1st LC LL Min l/defl = 240 PLATES MII20 Weight: 192 Ib GRIP 220/195 LUMBERTOP CHORD 2X4DFN0.2-GSOT CHORD 2X4 OF No.1&Blr-G'Except' 19-20 2 X6 DF No.2-G WEBS 2 X 4 DF Slud/Std-G REACTIONS (Ib/size) 2=1926/0-5-8. 14=1926/0-5-8 BRACING TOP CHORD Sheathed or 2-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 1 Row at midpt 7-9 FORCES(fb) - Firs! Load Case Only TOP CHORD 1-2=38, 2-3=-5188, 3-4=-4886. 4-5=-d843, 5-6=-4108, 6-7—4096, 7-8—586. 8-9—586, 9-10=-4096. 10-11=-4108, 11-12=-4843, 12-13=-4886,13-14=-5188,14-15=38 BOT CHORD 2-23=4901, 22-23=4469, 21-22=4469, 20-21=3481, 19-20=3461,18-19=3481, 17-18=4469, 16-17=4469, 14-16=4901 WEBS 6-21=-281, 10-18-281. 3-23=-299, 5-23=295, 5-21=-680, 7-21=1031, 9-18=1031, 11-18=-680, 11-16=295, 13-16=-299P 7-9=-2918 NOTES1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads per Table No. 16-B , UBC-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSl/TPl 1-1995 criteria. LOADCASE(S) Standard 1) Regular Lumber lncrease=1.25, Plate Increased.25 Uniform Loads (plf) Vert: 2-20=-14.0, 19-20=-74.0, 14-19-14.0, 1-8-68.0, 8-15-68.0 READ NOTES ON THIS AND REVERSE SIDE BEFORE USB Design valid lor use only with MiTeK connectors. This design is Cased only upon parameters shown, ana is lor an individual building component lo be installed and loaded vertically. Applicability of design parameters and propar incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lor lateral support ol individual weD members only Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST-88 Quality Standard, PS8- 89 Bracing Specification, and HlB-91 Handling Installation and Bracing Recommendation available from Truss Plptslnstltute, S83 D'Onofrio Drive, Madison, Wl 53719 MiTek Industries, Inc. January 15,2002 ["Job" P083 i Truss J02C "HriRFraming Systems, Inc., Poway.' -2-Q-o 2-0-0 5-4-14 5-4-14 "CA ~g; 9-0-0 3-7-2 Truss Type ROOF TRUSS 064" i ' 3-6-0 4-6-0 Qfy 8 Ply 1 POS3 Rerrick"RemodeT 4.~201 SRI s Oct 25 2001 MiTek Industries, Inc. Tue Jan 18-0-0 ,20-0-0, 25-3-6 . 32-10-4 4-6-0 2-0-0 5-3-6 7-6- H 15f3:T8:55?002 40-0-0 7-1-12 R1 152630 Page i 42^-0, 2-0-0 ' 1.5x4 3.50.12 5x5 3x4 3x6 3x4 3x6 .-. 10 2.00:12 11 14 1.5x4 Scale = 1:75.4 12 3x6 - 132 5-4-14 9-0-0 5-4-14 3-7-2 Plate Offsets (X,Y); [2:0-1-12,0-1-8]" LOADING (psf) TCLL 20.0 TCDL 14,0 BOLL 0,0BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 i8:q:o 9-0-0 CSl TC 0.70 BC 0.7d WB 0.50 LUMBER TOP CHORD 2 X d DF N0.2-GBOT CHORD 2 X 4 DF No.1&Blr-G "Except* 15-172 X4 DF No.2-G, 12-152 X 4 DF No.2-G WEBS 2X4 DFStud/Std-G REACTIONS (Ib/size) 2=470/0-5-8, 1 7=2372/0-5-8, 12=709/0-5-8 25-3-6 , .3-?:10.^. 7-3-6 ' 7-6-H DEFL in (loc) l/defl Vert(LL) -0.32 17-18 >673 Vert(TL) -0.55 17-18 >390 Horz(TL) 0.02 12 n/a 1st LC LL Win l/defl = 240 40-q-p 7-1-12 PLATES MII20 Weight: 182 Ib GRIP 220/195 BRACING TOP CHORD Sheathed or 4-11-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing WEBS 1 Row at midpt 8-17. 11-16 FORCES(lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-721, 3-4=332,4-5=332, 5-6=332,6-7=1435, 7-8=1428,8-9=134,9-10=134. 10-11 = 134 , 11-12=-901, 12-13=16 BOT CHORD 2-19=697, 18-19=697, 17-18=-981, 16-17=-864, 15-16=859, 14-15=859, 12-14=859 WEBS 3-19=61, 3-18=-1007,5-18=-275, 6-18=745, 6-17=-551, 7-17=-223, 8-17=-1589. 8-16=1106. g-16=-437, 11-16=-1028, 11-14=101 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No 16-B , U8C-97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSt/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSl/TPI 1-1995 criteria. LOAD CASE{S) Standard -Mi-ii ixinirrn'trrx <iml Rl-AD NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid (or use only wild MITek connectors. This design is cased only upon parameters shown, and is (or an individual building component 10 be installed and loaded vertically. Applicability of design parameters and proper incorporation of componenl is responsibility of building designer - nol truss designer. Bracing shown is for lateral support of Individual web members only, Additional temporary bracing to insure stability during construction is the responsibility ol 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, ana bracing, consult QST-88 Quality Standard, DSB- 89 Bracing Specification, and H1B-91 Handling Installalion and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, Wl 53719 MiTek Industries, Inc. "Job ....... ''Truss ..... ' P083 i02D HriR Framing Systems. Inc., Poway, CA" , -2/0-0 2-0-0 5-4-14 5-4-14 9-0-0 3-7-2 3x6 Truss Type i ROOF TRUSS 13-6-0 4-6-0 3.50:12" M M ! J _ L J (PP.ti?n3ll'4'.2oT""SFn s OcfSS^OUl 'MiTeKIndustries;'Inc."Tue'Jan R1 152631 18-0-0 , ?9.^i?_. 4-6-0 ' 2-0-0 25-3-6 5-3-6 3x4 5x5 3x4 19 2.00:12 32-KM 7-6-14 40-0-0 7-1-12 3x4 3x6 10 11 "3x6 "i>~ 16 15 3x8 ••• 3x6 14 , «jO-£, 2-0-0 Scale = 1:74.6 3x6 "•> T oo A 5-4-14 9-0-f) 5-4-14 3-7-2 ' Plate Offsets (X,Y): [2:0-1-12,0-1:8j, [8:0-1-12.0-1- 18-0-0 9-0-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.08CDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 ':? •0 csi TC BC WB ir|i8:M.o 0.710.83 051 25-3-6 7-3-6 ,0-2-12]" ' OEFL in (loc) Vert(LL) -0.38 17-18 Vert(TL) -0.65 17-13 Horz(TL) 0.02 12 1st LC LL Min l/defl = 2-10 32_-10-4 7-6-14 l/defl >578 >335 n/a 40-0-0 7-1-12 PLATES MII20 Weight: 263 Ib BRACING TOP CHORD Sheathed or 5-d-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-11 oc bracing WEBS 1 Row at midpt 8-17, 11-16 GRIP 220/195 LUMBER TOP CHORD 2X40FN0.2-G BOT CHORD 2 X 4 OF No.1SBtr-G 'Except* 15-17 2X4 OF No.2-G, 12-152X4 OF No.2-G WEBS 2X4 DFStud/Sld-GOTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=480/0-5-8, 17=2398/0-5-8, 12=673/0-5-8 FORCES(lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-794, 3-4=254, 4-5=254, 5-6=254,6-7=1444, 7-8=1455,8-9=258, 9-10=258, 10-11=258 , 11-12=-781, 12-13=16 BOT CHORD 2-19=767, 18-19=767, 17-18=-950, 16-17=-982, 15-16=745, 14-15=745, 12-14=745 WEBS 3-19=61, 3-18-1002, 5-18=-275, 6-18=797, 6-17=-581, 7-17=-21 8, 8-17=-1602, 8-16=1104, - 9-16=-437, 11-16=-1033. 11-14=101 NOTES 1) All plates are 1.5x4 MII20 unless otherwise indicated.2) Gable studs spaced at 1-4-0 oc. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-E, UBC-97. 4) A plate rating reduction of 20% has been applied (or the green lumber members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSl/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface, 6) This truss has been designed with ANSl/TPI 1-1995 criteria. LOADCASE(S) Standard ftEAf> NOTES ON THIS AND REVERSE SIDK BEFORE USE Design valid tor use only wilh MiTek connectors This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility o! building designer - not Iruss designer. Bracing shown is (or lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing ol Ine overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage delivery, erection, and bracing, consult QST-88 Quality Standard, OSB- 89 Bracing Specification, and H1B-91 Handling InsiallBtion and Bracing Recommendation available from Truss Plate Institute, 583 D'Onof-io Driva, Madison, Wl 53719 MITsk InduSfHeS !nC. January 15,2002 July 15, 2002 I am assuming responsibility for the engineering calculations on the plans for the remodel at 2590 Davis Avenue, Carlsbad 92008. The permit number through the City of Carlsbad for that remodel is # CB013519. Paul Worland Devserv, Inc. 35488 Rancho Barona Road Ramona,C ^tffS<j3 7 G *fL. M J PETEP&ON & ASSOCIATES CIVIL & <$TQUCTUQAL ENGINEEQING DESIGN 23701 Calistogi Rlacc. Damona. California 92065 Office and Tax. (76CS 7884663 OWE: J05 OF DATE BY HQ DESIGN CRITERIA 1. GOVERNING BUILDING CODE:_ 2. SEISMIC ZONE: *f LOADING: ROOF LL = 3. WIND EXPOSURE:. 4. SOIL REPORT BY:_ DATE: H- lA- WIND PRESSURE:^ J BEARING VALUE: 5. ROOFING TYPE: Cfit^g ROOF SLOPE: L= FLOORDL= r LL= V* D + L = £> DECK DL= /<» LL= ^-* D + L= <-? GENERAL NOTES 1. CONCRETE: f' c = 2500 psi (min.) AT 28 DAYS FOR ALL FOOTINGS, f c = 3000 psi (min.) FOR ALL GRADE BEAMS AND PILES, UNLESS NOTED OTHERWISE (U. N. O.). 2. CONCRETE BLOCK: SHALL BE "N" UNITS CONFORMING TO A.S.T.M. DESIGNATION C90 AND SHALL BE LAID IN ACCORDANCE WITH CHAPTER 24 OF THE CODE. MASONRY IS DESIGNED FOR 50% OF THE ALLOWABLE STRESSES. CONTINUOUS INSPECTION IS NOT REQUIRED, UNLESS NOTED OTHERWISE (U. N. 0.). . 3. REINFORCING STEEL: SHALL BE INTERMEDIATE GRADE, DEFORMED BARS CONFORMING TO A.S.T.M. A-615 GRADE 40. ELECTRICALLY WELDED MESH SHALL CONFORM TO A.S.T.M. A-185. PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CHAPTER 26 OF THE CODE. 4. STRUCTURAL STEEL: SHALL BE A.S.T.M. A36 WITH BOLTS CONFORMING TO A.S.T.M. A307, ALL WELDING TO BE 1/2 STRESS UNLESS NOTED OTHERWISE (U. N. O.). 5. STEEL COLUMNS: PIPES SHALL BE A.S.T.M. A53 GRADE B, Fy = 35 ksi. RECTUANGULAR TUBES SHALL BE A.S.T.M. A500 GRADE B, Fy = 46 ksi, UNLESS NOTED OTHERWISE (U. N. 0.). 6. LUMBER: ALL LUMBER SHALL BE GRADE MARKED, NO. 2 DOUGLAS FIR MINIMUM. ALL 6X BEAMS DOUGLAS FIR #1 MINIMUM, UNLESS NOTED OTHERWISE (U. N. 0.). PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO PS 1-88 U. S, DEPARTMENT OF COMMERCE AND SHALL BE GRADE-STAMPED "D. F. P. A." 7. GLU-LAMINATED LUMBER: GLU-LAMINATED LUMBER SHALL CONFORM TO ANSI AITC A190.1 - A9083. FABRICATOR SHALL PROVIDE AITC CERTIFICATION OR CONF^RMANCE WITH ATTACHMENT 1 & 2 TO ENGINEER AND COUNTY BUILDING DEPARTMENT. FURTHER, GLU-LAMINATED BEAMS SHALL BE MANUFACTURED IN ACCORDANCE WITH AITC 117-83 AND THE FOLLOWING UNLESS NOTED OTHERWISE (U. N. O.): SIMPLE SPAN: 24F-V4 OF BETTER Fy = 165 psi. CONTINUOUS SPAN OF CANTILEVER: 24F-V8 OF BETTER Fy = 165 psi. 8. CONTRACTOR AND SUB-CONTRACTOR SHALL VERIFY ALL CONDITIONS SHOWN ON PLANS AT THE SITE PRIOR TO COMMENCING WORK. M J PETERSON & ASSOCIATES ENGINEERING. CIVIL & STRUCTURAL ENGINEERING DESIGN 23701 Calistcwa Place; Bamona, California 93065 Office and Fax (760) PROJECT: 2,-SfY -mPfflOt^ OWNED: JOB ADDRESS: SLOPED OR ROOF LOADS ROOFING - SHEATHING RAFTERS INSULATION CEILING MISCELLANEOUS 1.5 psf 3.0 psf 1.0 psf 3.0 psf ,c 0.5 psf DL -^KtTpsf LL - 16.0 psf SLOPED LL -20.0 psf FLAT =XOpsf Total FLOOR LOADS FINISH SHEATHING JOIST CEILING MISCELLANEOUS DL -10.0 psf LL- 40.0 psf LL - 50.0 psf LL - 60.0 psf 1.0 psf , 2.0 psf 3.5 psf 3.0 psf 0.5 psf _ „„, ,=50.0 psf Total (Office - Mezzanine) (Balcony or Deck) PCTEPAON ff MsooATta ENGINEERING. lNc\^T5 CIVIL & 6TDUCTUDAL ENCINEEBING DESIGN 23701 Califitogi Place, I^mona. California 92065 Office and Fax (760]( 7S&4663 , PPCJECT. £^^V hPVniGKi OWNED: JOB ADDDE6& jL or DATE _M%\)£f£)Ol _y\joD M Weight Of Materials - Roof and Floor Requirements Refer to local building code design requirements. Composition Roofing 2-15 Ib. and 1-90lb. 3-15 to. and 1-90lb. 3-ply and gravel 4-ply and gravel 5-ply and gravel IRMA (Insulated Roof Membrane Assembly) 2" Single-ply roofs (Insulation not Ballasted system Mechanically fastened Fully adhered for live load 1.7 psf 2.2 psf 5.6 psf 6.0 psf 6.5 psf 13.0 psf included): 13.0 psf 2.0 psf 2.0 psf Fir Sheathing (based on 36 pcf) 3/8" plywood 1/2" plywood 5/8" plywood 3/4" plywood 1-1/8" plywood 1" sheathing 2" decking 3" decking 4" decking 1.1 psf 1.5 psf 1.8 psf 2.3 psf 3.4 psf 2.3 psf 4.3 psf 7.0 psf 9.3 psf Miscellaneous Decking Materials Pured gypsum (1" thick) Vermiculite concrete (1" thick) Corrugated galvanized steel: 16 ga. 20 ga. 22 ga. 24 ga. Asphalt shingles Wood shingles 6.5 psf 2.6 psf 2.9 psf 1.8 psf 1.5 psf 1.3 psf 2.5 psf 2.0 psf Clay tile 9.0 to 14.0 psf Material Weights Rigid Insulation Temlock (1" thick) Cork Gold bond Styrofoam Foamglass Rigid Fi berg las 1.2 psf 0.7 psf 1.5 psf 0.2 psf 0.8 psf 1.5 psf Roll or Batt Insulation Rock wool (1- thick) Glass wool (1" thick) ALPOL(1" thick) 0.2 psf 0.3 psf 0.1 psf Floors Hardwood (Nominal 1") Concrete (1" thick): Regular Lightweight Linoleum or soft tile 3/4" ceramic or quarry tile GYP-CRETE (3/4") 4.0 psf 12.0 psf 6.0 to 10.0 psf 1.5 psf 10.0 psf 6.5 psf Ceilings Acoustical fiber tile ; 1/2" gypsum board 5/8" gypsum board Plaster (1" thick) Metal suspension system (including tile) Wood suspension system (including tile) 1.0 psf 2.2 psf 2.8 psf 8.0 psf 1.8 psf 2.5 psf Fir Framing Members JOIST SPACING NOMINAL SIZE 2X4 2X6 2X8 2X10 2X12 3X6 4X6 4X8 4X10 4X12 12" 1.4 psf 2.2 psf 2.9 psf 3.7 psf 4.4 psf 2.4 plf 5.0 plf 6.8 plf 8.6 plf 10.4 plf 16" 1.1 psf 1.7 psf 2.2 psf 2.8 psf 3.3 psf 2.4 plf 5.0 plf 6.8 plf 8.6 plf 10.4 plf 24" 0.7 psf 1.1 psf 1.5 psf 1.9 psf 2.2 psf 2.4 plf 5.0 plf 6.8 plf 8.6 plf 10.4 plf ^^JPmEDSON&A&CIVIL & & TQ23701 QJistpgi HepDDOJECT: 2sSlY MV JOB ADDDE& V ALLOWABLE SPANSDOUGLAS FIR - LARCH NO. 2 OR BETTER& 2&\Q FLOOR GIRDERSNOTSUPPORTINGPARTITIONSSUPPORTINGPARTITIONSSPACINGOFGIRDERSIZE OFGIRDERCO 9>ociATES ENGINEEDINC Tur^N /^ ^ ^ ^\UCTUDAL JliNGINEEDING DE6IGN;. Dnmooo. Cnlifomia 92065 Cffioc w»d ft* (760) 78^4663r?JP/77o/J OWNED: JteeStPJt.oCO o t CO o to o CO X (HEADERS)LINTELSSUPPORTINGROOF & CEILINGSIZE OFLINTELo X (0tc -~*tij 2. o "* gfe do ozo D. CO UJ b*W ?o CO fSI o up co ss 0 0 <O GO to X CO •ki£.. ^» CD h- o (D o (O O CO CO X o to CO X o1 CO CO X o1o T— o X o CM CM X r r F- «> : s a> co CM X f\I CD -*•*- CM X X CM CM o o> CO ^~ CO O O Fj- to *r ^ oo a> CM o •r-_i CM (D <D tO X X CM CM CM <D X CM ALLOWABLE SPANS FOR PLYWOOD FLOOR AND ROOF SHEATHING (5)i<Liify'A-D. 0Jr- JFLOOR EDGESTONQUE &GROOVE ORBLOCKEDUL OO PLYWOOD (CONTINUOUS OVER 2 OREDGESUNBLOCKEDEDGESBLOCKEDNAIL SIZE(6)MORE SPANS AND FACE GRAINPERPENDICULAR TO SUPPORTS)ess CO T- O1 1 1F- to V CM i- ••" CM CO O •* CM O CM CO •*^- ^- CM CO CO CO XXX CM CM CM CD CM i -' CD £ CO o n r- in CM CM tO •*f t- CM O O 0 XXX CM CM CM IDENTIFICATIONTHICKNESS\ to CM •o(O o CM io CO (D 00 CM CMCO T3 (O CO •o s 0 ^f CM* i _'o F- V CM ED ^j-T- T- CM CM CM CM XXX CM CM CM oCM fMCO O •o CO oCM5 =o5 CM CDCO CO•<*• -a CO y CO•* CO CM~Ot£ "*DATE J^fyHff'ltiD 1BY 'AAJJ*VJOBNO ^dl^268p)^I §^ Q -JS co ^ =1 /No UJ Q w ^ < ^ 5O Ql z O Q LJ < QJ o UJ U. < O £0 > H m O 3J Z O R« „ o£ i <O 0 CO Z m z, 0- Q o W CO O Q; g ^ ,. 1 NOTES:(1) TABULATED VALUES ARE BASED UPON A FLOOR LOAD OF 40 PSF.(2) TABULATED VALUES ARE BASED UPON RAFTERS SUPPORTING A CEILSLOPE OF LESS THAN 4 TO 12 (VERTICAL TO HORIZONTAL) OR 16 PSF fr^r* r\wwro INU i ourrurc l llNtj M UtlLl^ING SHALL NOT EXCEED 6 PSF. BUILDCALCULATION TO ANALYZE AND DESICMAY BE USED OVER A 16'-0" GARAGE DILINGS.D, AND STRUCTURAL I GRADES ONLY.HALL NOT EXCEED 6" O.C. INTERMEDIAAILS.(3) MAXIMUM WEIGHT OF ROOF COVEPSF SHALL REQUIRE STRUCTURAL(4) 4X12 DOUGLAS FIR, NO. 1 GRADEDETACHED GARAGES WITHOUT CE(5) THESE VALUES APPLY FOR C-C, C-(6) NAIL SPACING AT PANEL EDGES SV\ NAILING SHALL BE OF "COMMON" N/ 2x1 i H v,. 4S 4 u.^ vS >rM vS rs)/-i y:ri H 3 1 MJ-Pm E H-G KN-E-E D-tfr© • E xS I Jn- 92065- €)ffio=-and .__ owNKi G I V 1 L &- <Sr--T B"U C T-lT- 23701 . P/ 77£W BY • A/J77 PL *v> 4- $>T& 09 ~x. X 2- A7- floor joitst 11.875" TJI®/Pro™-350 JOIST @ 16.0" o/cTJ-Bean,™ v5.55 Serta. Numer 700110101 BEAMUSA 1001 9/9/2001 4:54:05 PM Page 1 of 1 Build Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED [i] 20" Product Diagram te Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition 1 2 2x4 Plate 2x4 Plate irorui WIDTH 3.50" 3.50" BCMKinU LENGTH 2.25" 2.25" LIVE/DEAD/TOT. 533 / 160 / 693 533/160/693 PLY 1 1 DEPTH 11.9" 11.9" DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim MAXIMUM Shear(to) Reaction(lb) Moment(ft-tt>) Live Defl.(in) Total DefL(in) 679 679 3324 DESIGN CONTROL CONTROL 673 679 3324 0.427 0.555 1420 Passed(47%) 1234 Passed(55%) 5200 Passed(64%) 0.490 Passed(L/550) 0.979 Passed(L/423) - See TJ SPECIFIER'S / BUILDER'S GUIDES for details): A3. DESIGN CONTROLS: LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Ffoor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480. TLU240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing flu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADPmONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accompfehed in accordance with TJ product design criteria and code accepted design values. The specific product appfication, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not afl products are readily available. Check with your suppBer or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: Peterson Associates Eng. mike 7122 1/2 Topanga Cyn. #a Canoga Park. Ca 91303 8188837563 Copyright 0 2000 by Trus Joist, a Weyerhaeuser Business. TJI« is a registered trademark of Trus Joist. Pro™, TJ-Pro™ and TJ-Beam1" are trademarks of Trus Joist 9.5 floor joitst deck TJI®/Pro™-250 JOIST @ 16.0 o/cTJ-acam™ v5.55 Serial Number 700110101 BEAMUSA 1001 98/2001 4:56:05 PM 1*398 1 of 1 Bulk) Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ffl 13' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Ftoor(1.00) 0 160 6' Adds to 1 2 2x4 Plate 2x4 Plate inrui WIDTH 3.50" 3.50" Dcnninu LENGTH 2.25" 2.25" LrVE/DEADHOT. 347/190/537 347/178/524 PLY 1 1 DEPTH 9.5" 9.5" DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25'LSLRin - See TJ SPECIFIER'S / BUILDER'S GUIDES for delays): A3. DESIGN CONTROLS: MAXIMUM DESIGN Shear(lb) 523 517 Reacbon(b) 523 523 Moment(ft-lb) 1864 1864 LiveDefl,(in) 0.156 Total Defl-(in) 0.263 CONTROL 1120 1045 3338 CONTROL Passed(46%) Passed(50%) Passed(56%) LOCATION Lt end Span 1 under Floor loading Bearing 1 under Ftoor loading MID Span 1 under Floor loading 0.315 Passed(L/970) MID Span 1 under Ftoor loading 0.629 Passed(U575) MID Span 1 under Ftoor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480. TL:U240). - Deflection analysts is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Brachg(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADOmONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not aB products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: Peterson Associates Eng. mike 7122 1/2 Topanga Cyn. #a C a nog a Park, Ca 91303 8188837563 Copyright O 2000 by Trus Joist, a Weyefhaeuser Business. TJW ts a registered trademark of Trus Joist. Pro™, TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Tttte: Dsgnn Description:'i Scope: Job #£>< Date: S:48PM, 9 SEP 01 - 25 5£> Rff 510300 UMT KVIHmSM. V«f 5.1.3, 22-Jw>-18M. Win32 (o) 1M34Q B*RCALC General Timber Beam Page 1 c:Venercalc\hemcl(.ecw.Calcutellons Description fb#3 General Information Section Name 5.0x18.0 Beam Width 5.000 in Beam Depth 18.000 in Member Type GluLam Load Dur. Factor 1.250 Beam End Fixity Pin-Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements \ Center Span Left Cantilever Right Cantilever Douglas Fir, 24F Fb Base Allow FvAMow FcANow E 23.00ft Lu ft Lu ft Lu -V8 2, 400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi 2.00ft 0.00ft 0.00ft Full Lengh Uniform Loads 1 Center DL 145.00 #m LL Left Cantilever DL */ft LL Right Cantilever DL f/ft LL Point Loads Dead Load 3,200.0 fcs Ibs Live Load 3,200.0 Ibs Ibs ...distance 2.500 ft 0.000 ft Ibs Ibs 0.000ft 260.00 fffi *ffl */ft Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 1 Ibs Ibs Ibs Ibs 0.000ft 0.000ft 1 Summary | Span= 23.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,572.35 psi Fb 2,847.26 psi Beam Design OK = S.OOOin x Depth = 18.in, Ends are Pin-Pin 0.685 ; 1 35.4 k-ft 64.1 k-ft 35.38 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 64.06 fv 1 62.76 pa Fv 237.50 psi Maximum Shear ' 9.752ft 23.000ft Reactions... LeftDL Right DL Allowable Shear Camber. 4.52 k 2.02k '1.5 @ Left 6 Right ©Left @ Center 6 Right Max Max 14.6 k 21.4 k 10.36 k 5.35k 0.000 in 0.469 in 0.000 in 10.36 k 5.35k I Deflections Center Span... Dead Load Deflection ...Location ...Length/Defl Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.954 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Q Supports Max. Left Reaction Max. Right Reaction •0.312 in 10.948ft 883.7 4.118ft 5.966 Max Moment 35.38 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 14.65 k 61.678 in2 237.50 psi 10.36 k 5.35 k Total Load Left Cantilever... -0.790 in Deflection 11.040ft ...Length/Def] 349 42 Right Cantilever... Deflection ...Length/Defl Sxx 270.000 in3 Area Cl 0.995 Sxx Req'd 149.10 in3 0.00 in3 0.00 in3 @ Right Support 7.14k 30.044 in2 237.50 psi Bearing Length Req'd Bearing Length Req'd Dead Load 0.000 in 0.0 0.000 in 0.0 90.000 in2 Allowable fb 2,847.26 psi 2,861.76 psi 2,861 .76 psi 3.701 in 1.912 in 0.000 in 0.0 0.000 in 0.0 1 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnn Description: Date: 5:23PM, 9 SEP 01 Scope: 2- Rw: 510300UMT KW-Oe083a.VwS.1-3, Z3-Jin-«eO. Win32(C) 10*3-00 DCRCMC General Timber Beam Page 1 cAenercatc\hen1ck.ecw:Cakajlatlons Description fb#3 General Information Section Name 5.0x18.0 Beam Width 5.000 in Beam Depth 18.000 in Member Type GluLam Load Our. Factor 1.250 Beam End Fixity Pin-Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements | Center Span Left Cantilever Right Cantilever Douglas Fir, 24F Fb Base Allow Fv Allow Fc Allow E 23.00ft Lu 2.00ft ft Lu 0.00 ft ft Lu 0.00 ft -V8 2,400.0 psi 190.0psi 560.0 psi 1. 800.0 ksi Full Lengh Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 145.00 #fft LLtm LL *ffi LL 260.00 */ft*mtm Point Loads Dead Load 3.200.0 IDS IDS Ibs Live Load 3,200.0 Ibs Ibs Ibs ...distance 2.500 ft 0.000 ft 0.000 ft 1 summary | Ibs Ibs Ibs IDS Ibs ibs Ibs Ibs 0.000ft 0.000ft 0.000ft 0.000ft Beam Desinn OK I I To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Title: Dsgnn Description: Scope: Job* Date: 5:50PM, 9 SEP 01 R«v: 510300UMT KW-00063*. v*r 9.1.3.23-An-IDOO. WW2 (c)1M3-OOENERCAlC General Timber Beam 1 c:\8nercato\hemdi..ecw^akariallong Description fb#1 General Information Section Name 6.75x18.0 Beam Width 6.750 in Beam Depth 18.000 in Member Type GluLam Load Dur. Factor 1 .250 Beam End Fixity Pin-Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements j Center Span Left Cantilever Right Cantilever Douglas Fir. 24F - V8 Fb Base Allow Fv Allow FcAHow E 27.00ft .. ft .. ft ,. 2,400.0 psi 190.0 psi 560.0 psi 1, 800.0 ksi ...Lu ...Lu . ..Lu 2,00ft 0.00ft 0.00ft Full Lengh Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 230.00 «ft fffi*m LL LL LL 280.00 #ffi fffi fffi k (Summary |Beam Design OK Span= 27.00ft, Beam Width = 6.750in x Depth = 1 8. in, Ends are Pin-Pin Max Stress Ratio Maximum MomentAllowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,530.00 psi Fb 2,726.02 psi 0.561 : 1 46.5 k-ft 82.8 k-ft Maximum Shear* Allowable 46.47 k-ft at 13.500ft Shear 0.00 k-ft at 27.000ft 0.00 k-ft 0.00 k-ft 82.80 fv 76.1 6 psi Fv 237.50 psi Camber Reactions... LeftDL 3.10 k Right DL 3.10k 1.5 ©Left 6 Right ©Left ©Center © Right Max Max 9.3 k 28.9 k 6.88 k 6.88k 0.000 in 0.699 in 0.000 in 6.88 k 6.88k Deflections . \ Center Span... Deflection ...Location ...Length/Defl Dead Load Total Load -0.466 in -1.033 in 13.500ft 13.500ft 695.7 313.73 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 'm 0.0 0.000 in 0.0 Stress Calcs \ Bending Analysis Ck 19.865 LeCv 0.911 Rb ©Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable 4.118ft 4.419 Max Moment 46.47 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 9.25 k 38.962 in2 237.50 psi Sxx Cl 364.500 in3 0.997 Area 204.58 in3 0.00 in3 0.00 in3 @ Right Support 9.25k 38.962 tn2 237.50 psi 121.500 in2 Allowable fb 2,726.02 psi 2,732.98 psi 2,732.98 psi Bearing @ Supports Max Left Reaction Max. Right Reaction 6.88k 6.88 k Bearing Length Req'd Bearing Length Req'd 1.821 in 1.821 in Query Values j M, V, 4 D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 6.88 k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Dsgnn Description Scope: Job* Date: 5:48PM, 9 SEP 01 RM 910300UMT KWOOOSae. VW 5.1.3. 22-JwHe«. V*iM (B) 198340 ENERCALC General Timber Beam Page 2 c:\enercate\herrfck.ecvKCalculations Description fb#3 Query Values M,V, 4 D© Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 10.36k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in M CIVIL 23701 Qjii 2 -^ "U C - E N G l'.N-E- E-D-t frG • E> E A 1-G-fr r- 92065- OflTwc-ood rnj:f?«9-'?88^663 O^NSi /f DY zzr =/f /^ M JPFTE & ASSOCIATES ENGINEERING. CIVIL & S 23701 Cnlistogi Pl ENGINEEDING DESIGN ilifomia 92065 Office and Fax (76p) 7884663 jj OWED: JO5 ADDQE&&PAV/5 AVf-. A^tlSgJc-P '6HEUT or 5Y /KJf NO. PAD SCHEDULE F'c = 2,500 psi d = t - 3" dz 1 2 3 4 5 6 7 8 9 10 11 12 13 UJ N 2' 0" X 2' 0" 2* 6" X 2' 6" 3' 0" X 31 0" 3' 6" X 3' 6" 4' 0" X 4' 0" 4' 6" X 4* 6" 5' 0" X 5' 0" 5' 6" X 5' 6" 61 0" X 6' 0" 6' 6" X 6' 6" 7' 0" X 7' 0" T 6" X T 6" 8' 0" X 8' 0" CT Q O UJ UJ DC 4.00 6.25 9.00 12.25 16.00 20.25 25.00 30.25 36.00 42.25 49.00 56.25 64.00 ALLOWABLE BEARINGPRESSURE1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 POINT LOADALLOWABLE4.8 7.5 10.8 14.7 19.2 24.3 30.0 36.3 43.2 50.7 58.8 67.5 77.0 THICKNESS12" 12" 12" 12" 12" 12" 12" 12" 12" 12" 15" IS- IS"MOMENT ARM0.84 1.13 1.34 1.63 1.84 2.13 2.34 2.63 2.84 3.13 3.33 3.5 MOMENT0.42 0.79 1.08 1.6 2.03 2.76 3.29 4.75 4.83 5.88 6.65 7.35 UJ UJ co d O UJ Ulo: — .04 .06 .08 .12 .15 .20 .24 .31 .36 .33 .37 .41 REINFORCING STEEL#4@ 12" o/C #4 @ 12" o/c #4 @ 12" o/c #4@ 12" o/c #4 @ 12" o/c #5@ 12" o/c #*i frh 1?" n/rTT\J \^J£ I t- \JI O #^ (ch 1 9" n/rtr«j \^4 i^- *Ji\j #5 @ 12" o/c #6@ 12" o/c #6@ 12" o/c #6 @ 12" o/c #6@ 12" o/cf ^-I/ 3 =•.66-7 A" M tilC+J ' M J & ASSOCIATES ENGINEERING. CIVIL & STQUCTUQAL ENGINEERING DE&IGN 23701 Colistoai DlKK. pUDooa. CalifomiBi 92065 Office and Tax (760) 788-4663 PDOJECT: Zr jffY MtPfTlDfJ OWED: , JOBADDQES& CONTTNOUS FOQTiNG 1 STORY FOOTING ALLOWABLE SOIL PREBBD^E HAX, UKIFORH LOAD LOAD 1000 PSF 1100 PSF 1200 PSF 1'SOO PSF 1800 PSF 2000 PSF 2500 PSF 3000 PSF 1000 PLF 1X00 PLF 1200 PLF 1500 PLF 1800 PLF 20.00 PLF 2500 PLF 3000 PLF 3333/ 36G6/ 4000/ 6000/ 6000/ 6666^ 8333/ 10,000/ 2 STORY FOOTING; \f • '^ 1 \ N ^N s ' • • "• - *• * * /- *• ; * - .* * . *u - ^^ [ f(" \'>\ x- ALLOWABLE SOIL PRESSURE 1000 PSF 1200 PSF 1500 PSF 1800 PSF 2000 PSF 2500 PSF 1000 PSF -".> KAX. UNIFORM LOAD 1250 L500 1875 2250 2500 3125 3750 PLF PLF PLF PLF PLF Pl.F PLF KAX. POINT LOAD 5417 / 6500 / 8125 / 9750 / 10.833 / 1 ),510 / 16.250 / C 1 V 1 li & &TBUCTUBAL ENCINEEB1NC DESIGN '23Y01 CalfetoaiyPlaoe. Bmaooa. dlifcxnia 9'2065 Offio= ond Tax (?60);7884663 PDOJECT: £^3fy A9P)TlOM OWNED: , JOBADDDE&S-. 7 OF BY JOB NO. VEH.T. uwra ^ HIV4 MI*•*1O « ^C' Oo .^ .-=7 H A k 5.1$ 111 4S4 mi niu 1 141 '£». H P A s Mo Ul A I •S.M-HVO tsen HVt? .11 +/1T-U& mo ' M J PFTEP&ON & AMOCIATE& ENGINEERING. INC^/^ /<? OFClVU & &TQUCTUQAL ENCINCEQING DE6IGN 23701 Calistc#i CJMC. CBmonn. California 92065 Office and fax (T60) ?8&4663 PDQJECT: Z'frlY frODrtfQM OWNED; , JOB ADDDBS& _ 5Y - UBC V=3. 0 CaW R Ca=0.44 Na TABLE 16-R Na=1 .3 TABLE 16-S Ca=0.44 (1.3)=0.572 R=5.5 TABLE 16N LATERAL LOAD ROOF r< F' 2ND FLR. V=(3.Q-)(0.572) W=0.312w.. 5.5 1.4 - W1 = DCRF (8)1/2PARTx0.223=5',/ psF Wihi X 0. 223 = V = psF psF #/1 DISTRIBUTION: wh Fi =psF -x //.c ps F = 7.^ psF r-c PSF C //.C ps F G 1YU 23701 PBQJEG1V • E NCr.N-EEQttf-e fe>E& Jabnmr 92065- Office nod fiucf?^786-4663 , OWNED:/UJ77 *- r i H i £=± -d 3 (5? i^/ An 5 M J PETERSON & ASSOCIATES ENGINEERING. lNC?\/4^ ClVII. & 6TQUCTUDM, ENGINEERING D E&IGN 23701 CaliAtogi Place, Damona. California 92065 Office and fox (760) 7884663 PQOIECT: 2r STY -Al?PrT?PAJ OWNER or STORY SHEAR WALL SHEAR WALL#1 SHEAR WALL #2 SHEAR WALL #3 SHEAR WALL #4 SHEAR WALL #5 SHEAR WALL #6 SHEAR WALL #7 SHEAR WALL #8 SHEAR WALL #9 V= V= V- "7-f V- V- V= V= V= V= SHEAR WALL #10 V= _= w A#/' #/' #/' h? #/• £_ A A A A A A #/ #/' #/' #/' #/' #/' : % J PETER&ON & A&gociATm ENGINEEDING. ING^\ /^~Jz CIVIL & &TQUCTUDAL ENCINEEQING DESIGN 23701 Califitoga Pteoc,,Damono. 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IJJI5U="=" s^«EJ-i-^^-^°8-sS2g;?c = * g^'co " ^^S^^.^ @™ S „ « > - - 8 = = 2 a s P ? ? 5 o ^ fe | « ? 3 o-coHo-SoJ^EO- S™°"->£:^> /I SwP^^^^^^^Oc^™?!^"JP***^ 1 QJ -"J t- F j J^ ^**^ (0 CQ CO CO •*-• rt C QJ O *^* ~*^ v. y3ocNL__cooooS^oy)ST-TJ ^Xj — W ffli- 3 o U- U- U- U- W £ Q. ^, V -— P ^ ^^^W^OC ^.Q^o<l)T~t3. !2.S°,ZJt^.CLnJ 2.o£'^.Q.^'i2 . . jg s s s ~-fflajs-E —•=» "5e §ni s g- « 2 o .E S T:UJ w^-s ^r o-g-d feL-TI^C oro ~ECOQ. ~-ot S gS^a& Sgs« s^Q-s^-w^.sISc r j? 7 « ° X ™ = o^ Jgc^g .: ® |g .£l..S^Sw--I-'^2-E«Q.cTJO °--S K«!?siis^i^§inis i£sj2si-!i3*.M!&i!!?|:=JUHs§^Mi^t|S il^illl!i?ll!lili^iI.?Si?i[I?|l?l§!lS35°«-sd«&»«isf ES.?§^KSc o°c£.c ™l3°Tj^«ffl w°-0-<ut?S) -g cu c^S'g.S^"^^"™ E ™ ^ c^S'^l S^ o w ^ cxaJ"o"^2 ^>J2 m.25™ ^'i w• *y ^^ oj c u) o _Q c t. QJ ^ -C ^_ u) c ,-* >^ __ SSc-SS^I^f E»j!S»!S.E•Is§agw-2-Sg.i^5«3^lsgg|^&=^s^t&i^-s--^-sa«tsi^l&«l«^iiisl*-o o^*-_c-2 ra^'wcWM-to^.E^ts|i|?!*|-:«sisisi|l||fsii^gSii^N^asiiis 1 ^§51|a§«E»g2«.ES;-§S ™tj£«o:£2--5^gQ-oJ^-o?r-°- c 3 oj^ -s « « s CTjg = o)-^ ^ » s « E— o P c-^ a>m[SSc;--S---S(l) o— °<N^£3^£5Se£1B^|-c.£«^| ±To c roro >>3(N~£=ra.(o'o-Q oc !2 o2?T^. -f ca ^ o ^n -Q !_. o it: i_-i; CD «ii n> •*- -Q D- J PCTEP<SON-ENGINEERING. I CIVIL 0" STQUCTUQAL ENCIHCCDIHC D t6ic N DW,.Auflc * CWK)g5 I^ pjifomio 91303 Office (81fl) 683-7563 Co* (816)693-7585 JOB /ODQW6:&JdiS.M/£. M J PETEP&ON & A&SOCIATEA ENGINEERING. I CIVIL & 6TDUCTUDAL ENGINEERING DESIGN 23701 Catalog Hacc. Damona. California 92065 Office end fax (76$ 7884663 PROJECT: J2'S1Y J&DlllQtJ OWNEG , JOB ADDPIM 'AHECT / Of DATE BY_A11P DESIGN CRITERIA 1. GOVERNING BUILDING CODE:. 2. SEISMIC ZONE: *~j LOADING:^ 7 ROOF DL = LL = 3. WIND EXPOSURE: <- WEND PRESSURE: 4. SOIL REPORT BY: L^PC /?-&"•£ DATE: ///A BEARING VALUE: /g^g 5. ROOFING TYPE: Cfr^A ROOF SLOPE: FLOOR DL= LL= D + L - DECK DL= LL= D + L= GENERAL NOTES 1. CONCRETE: f c = 2500 psi (min.) AT 28 DAYS FOR ALL FOOTINGS, f c = 3000 psi (min.) FOR ALL GRADE BEAMS AND PILES, UNLESS NOTED OTHERWISE (U. N. O.). 2. CONCRETE BLOCK: SHALL BE "N" UNITS CONFORMING TO A.S.T.M. DESIGNATION C90 AND SHALL BE LAID IN ACCORDANCE WITH CHAPTER 24 OF THE CODE. MASONRY IS DESIGNED FOR 50% OF THE ALLOWABLE STRESSES. CONTINUOUS INSPECTION IS NOT REQUIRED, UNLESS NOTED OTHERWISE (U. N. O.). 3. REINFORCING STEEL: SHALL BE INTERMEDIATE GRADE, DEFORMED BARS CONFORMING TO A.S.T.M. A-6I5 GRADE 40. ELECTRICALLY WELDED MESH SHALL CONFORM TO A.S.T.M. A-I85. PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH CHAPTER 26 OF THE CODE. 4. STRUCTURAL STEEL: SHALL BE A.S.T.M. A36 WITH BOLTS CONFORMING TO A.S.T.M. A307, ALL WELDING TO BE 1/2 STRESS UNLESS NOTED OTHERWISE (U. N. O.). 5. STEEL COLUMNS: PIPES SHALL BE A.S.T.M. A53 GRADE B, Fy = 35 ksi. RECTUANGULAR TUBES SHALL BE A.S.T.M. A500 GRADE B, Fy = 46 ksi, UNLESS NOTED OTHERWISE (U. N. 0.). 6. LUMBER: ALL LUMBER SHALL BE GRADE MARKED, NO. 2 DOUGLAS FIR MINIMUM. ALL 6X BEAMS DOUGLAS FIR #1 MINIMUM, UNLESS NOTED OTHERWISE (U. N. O.). PLYWOOD SHALL BE DOUGLAS FIR CONFORMING TO PS 1-88 U. S. DEPARTMENT OF COMMERCE AND SHALL BE GRADE-STAMPED "D. F. P. A." 7. GLU-LAMINATED LUMBER: GLU-LAMINATED LUMBER SHALL CONFORM TO ANSI AITC A190.1 - A9083. FABRICATOR SHALL PROVIDE AITC CERTIFICATION OR CONFORMANCE WITH ATTACHMENT I & 2 TO ENGINEER AND COUNTY BUILDING DEPARTMENT. FURTHER, GLU-LAMINATED BEAMS SHALL BE MANUFACTURED IN ACCORDANCE WITH AITC 117-83 AND THE FOLLOWING UNLESS NOTED OTHERWISE (U. N. O.): SIMPLE SPAN: 24F-V4 OF BETTER Fy = 165 psi. CONTINUOUS SPAN OF CANTILEVER: 24F-V8 OF BETTER Fy = 165 psi. 8. CONTRACTOR AND SUB-CONTRACTOR SHALL VERIFY ALL CONDITIONS SHOWN ON PLANS AT THE SITE PRIOR TO COMMENCING WORK. M J PETER&ON & K&&ocmm ENGINEERING. ING\/^ PROJECT: JOB CIVIL <S" (STRUCTURAL ENGINEERING DESIGN 23701 Caltstoai Place, Damona, California 92065 Office and fax (760)|78&4663 2- &TY -AvP rno t^ OWEG SLOPED OR ROOF LOADS ROOFING SHEATHING RAFTERS INSULATION CEILING MISCELLANEOUS 1.5 psf 3.0 psf 1.0 psf 3.0 psf /C, 0.5 psf DL ->^psf LL - 16.0 psf SLOPED LL - 20.0 psf FLAT FLOOR LOADS FINISH SHEATHING JOIST CEILING MISCELLANEOUS 1.0 psf 2.0 psf 3.5 psf 3.0 psf 0.5 psf DL - 10.0 psf LL -40.0 psf =50-°PsfTotal LL - 50.0 psf (Office - Mezzanine) LL - 60.0 psf (Balcony or Deck) /""M J PETEPAON & A&&OCIATE& ENGINEERING. :; CIVIL & STRUCTURAL ENGINEERING DESIGN 23701 Celistogi Place. Damon?. California 92065 Offioc and Tax (760)[ 788-4663 , PROJECT: t'&fV M>£ ' JOB OF DATE IV Weight Of Materials - Roof and Floor Requirements Refer to local building code design requirements. Composition Roofing 2-15 Ib. and 1-90lb. 3-15 Ib. and 1-9015. 3-ply and gravel 4-ply and gravel 5-pty and gravel IRMA (Insulated Roof Mem5rane Assembly) 2" for live load 1.7 psf 2.2 psf 5.6 psf 6.0 psf 6.5 psf 13.0 psf Single-ply roofs (Insulation not included): Ballasted system Mechanically fastened Futty adhered 13.0 psf 2.0 psf 2.0 psf Fir Sheathing (based on 36 pcf) 3/8" plywood 1/2" plywood 5/8" plywood 3/4" plywood 1-1/8" plywood 1" sheathing 2" decking 3" decking 4" decking 1.1 psf 1.5 psf 1.8 psf 2.3 psf 3.4 psf 2.3 psf 4.3 psf 7.0 psf 9.3 psf Miscellaneous Decking Materials Pured gypsum (1" thick) Vermicultte concrete (1" thick) Corrugated galvanized steel: 16ga. 20 ga. 22 ga. 24 ga. Asphalt shingles Wood shingles 6.5 psf 2.6 psf 2.9 psf 1.8 psf 1.5 psf 1.3 psf 2.5 psf 2.0 psf Clay tile 9.0 to 14.0 psf Material Weights Rigid Insulation Temlock (1" thick) Cork Gold bond Styrofoam Foamglass Rigid Fiberglas 1.2 psf 0.7 psf 1.5 psf 0.2 psf 0.8 psf 1.5 psf Roll or Batt Insulation Rock wool (1" thick) Glass wool (r thick) ALPOL(1" thick) 0.2 psf 0.3 psf 0.1 psf Floors Hardwood (Nominal 1") Concrete (1" thick): Regular Lightweight Linoleum or soft tile 3/4" ceramic or quarry tile GYP-CRETE (3/4") 4.0 psf 12.0 psf 6.0 to 10.0 psf 1.5 psf 10.0 psf 6.5 psf Ceilings Acoustical fiber tile 1/2" gypsum board 5/8" gypsum board Plaster (1" thick) Metal suspension system (including tile) Wood suspension system (including tile) 1.0 psf 2.2 psf 2.8 psf 8.0 psf 1.8 psf 2.5 psf Fir Framing Members JOIST SPACING NOMINAL SIZE 2X4 2X6 2X8 2X10 2X12 3X6 4X6 4X8 4X10 4X12 12" 1.4 psf 2.2 psf 2.9 psf 3.7 psf 4.4 psf 2.4 plf 5.0 plf 6.8 plf 8.6 plf 10.4 plf 16" 1.1 psf 1.7 psf 2.2 psf 2.8 psf 3.3 psf 2.4 plf 5.0 p!f 6.8 plf 8.6 plf 10.4 plf 24" 0.7 psf 1.1 psf 1.5 psf 1.9 psf 2.2 psf 2.4 plf 5.0 plf 6.8 plf 8.6 plf 10.4 plf /"MJL^EMD(^N(S' A&SOCIAT&S ENrJMKKDTNH lNf^\/£™ 4- ™^\CIVIL & 6 TD23701 Cnliotpp PlijaPDQJECT: 2r$iY k>V JOB ADDQE&c & 25*? 0 ALLOWABLE SPANSDOUGLAS FIR - LARCH NO. 2 OR BETTERFLOOR GIRDERSNOTSUPPORTINGPARTITIONSSUPPORTINGPARTITIONSSPACINGOFGIRDERSIZE OFGIRDERCO UCTUQAL KNCINEEDING DE&IGN=. Dmnono. Califoraio 92065 ODoc and fax (760) 788-4663 .PP/T70/J OWMKD- >feP.f//^oCO o o (O CO b CO "tf- X LINTELS (HEADERS)SUPPORTINGROOF & CEILINGSIZE OFLINTELEo X U) u 21- ^ i to a: S O CO Bio Oz.o a. (0 LU N CO CO1 CO t c<O OO1 1to in JI CO o o1 1 CO 00 CO X CDCO -A//.. ^/tO) O CO o 1 CO b CO CO X b CO CO X co CO CO X o1o^~ o X o CM CM X f C f~~ CO CM o CO T- <n co fM X CM C ECO **T- CM X X CM CM o CO o>CO o CO ^t CJ) CM - _ cCM L» O T™ %^ ' Si co CO <O X X CM CM CM CO X 01 ALLOWABLE SPANS FOR PLYWOOD FLOOR AND ROOF SHEATHING (5)i<L&1 / ,^•^^fljr JFLOOR EDGESTONQUE 8.GROOVE ORBLOCKEDu. O OK PLYWOOD (CONTINUOUS OVER 2 OREDGESUNBLOCKEDEDGESBLOCKEDNAIL SIZE(6)MORE SPANS AND FACE GRAINPERPENDICULAR TO SUPPORTS)CO T- O F- cb V o b ^ w t- "*" iNhb ^ CM 0 = r cCM co -tr-^ T- CM CO CO OO XXX CM CM CM O> ^ l*»- CM 2 ^ co b co r-. m CM ireCM CD •**- <- CM O O 0 XXX CM CM CM IDENTIFICATIONTHICKNESSii to CM CO O CM b CO CO CO CM fMCO (0 CO CMCO £ d *^ ^** tj I"*iw ^rt* CM cb VT- *- CM CM CM CM XXX CM CM CM oCM CM CO b T3CO O <N O b 25 CM CO CO OO TJCO M a5 CO CM"Of-O ZCO H tD- a: '0 LU (CM }- \ LL < ; §0 -J O - DATE Ajf /JtfT^ /5Y MTfVJOB NO J]&dL^2S8p,V ^^~^llNOKtrtbbU TUu/o.COVERINGS EXCEEDING 6ND LATERAL LOADS.NE-STORY ATTACHED ORHALL BE 12" O.C. ALLLU O W "- < ° W o o <o z uj ^ °- s•\ Q 0 to co O QX < Z -J « O **- O< co y z z X LU_ ' Z — S; O i_ z p ij ARE BASED UPON A FLOOR LOAD OF 40 PSF.ARE BASED UPON RAFTERS SUPPORTING A CEILM 4 TO 12 (VERTICAL TO HORIZONTAL) OR 16 PSF IIMIT HP 1 /OAn Pl-lD DrinCC MrVT 01 tnnnnTiM/^ A ^JOTES:(1) TABULATED VALUES(2) TABULATED VALUESSLOPE OF LESS THAfAND A DFFl Fr.TinM I=t!NG SHALL NOT EXCEED 6 PSF. BUILDCALCULATION TO ANALYZE AND DESICMAY BE USED OVER A 16'-u" GARAGE DILINGS.D, AND STRUCTURAL I GRADES ONLY.iALL NOT EXCEED 6" O.C. INTERMEDIAAILS.> y < LUO o wf S ft K Q H ,.- CO 2 ] 0 g § D V UJ O; 1 |^_, ^^ IJ_ ^** it I ' S^ 8S g ^Clis§S&s >< U. ^ h- UJ =! =< CO X LU X < <SO. -* Q H 2: CO ^^ ^O CD uaj f 5 9r j G I V I lr @- 6--T B"U C T--IM2-/TL E N C 1\N-E E23701 CnlfafcterPlocxx EomoflorGJifonmr 92065" Office andPROJECT:- 2-gTY -APPlT/Qt^- OWED:J05ADDDBS& G I V I Ii &-<$--? B-U C T-U--^A-t- E N-G I-.H-E- E Q4 *GJ? E 5 1 G'fr 23701 OWED; -4 V^. 4- Sr^C4 1. I V^ floor joitst 11.875" TJI®/Pro™-350 JOIST @ 16.0" o/cvS.55 Serial Number 70011010! BEAMUSA 1001 9/9/2001 4:54:05 PM Page 1 of 1 Bund Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 111 -20' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf); 40 Live at 100% duration; 12 Dead; 0 Partition 1 2 2x4 Plate 2x4 Plate inrui WIDTH 3.50" 3.50" DCMKtnU LENGTH 2.25" 2.25" LIVE/DEAD/TOT. 533/160/693 533/160/693 PLY 1 1 DEPTH 11.9" 11.9" DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESKSN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 679 673 1420 Passed(47%) Reactk>n(b) 679 679 1234 Passed(55%) Moment(ft-lb) 3324 3324 5200 Passed{64%) Live Defl.(in) 0.427 0.490 Passed(U550) Total De(l(in) 0.555 0.979 Passed(L/423) LOCATION LL end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:L/240). - Deflection analysis is based on composite action with single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) most be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software wifl be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not all products are readily available. Check with your supplier or TJ technical representative for product avaBability- - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design m ethodotogy was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: Peterson Associates Eng. mike 7122 1/2 Topanga Cyn. #a Canoga Partt, Ca 91303 8188837563 Copyright 0 2000 by Tru* Joist, a Weyerhaeuser Business. TJW Is a registered trademark of Trus Joist. Pro™. TJ-Pro™ and TJ-Beam* are trademarks of Trus Joist, floor jortst deck 9.5" TJI®/Pro™-250 JOIST @ 16.0" o/cTJ-Beam™ vS.55 Serial Number 700110101 BEAMUSA 1001 9/9/2001 4:56:05 PM Pag«1of1 BuHd Code: 146 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ffl 13' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration; 12 Dead; 0 Partition; and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Pointflbs.) Ftoor(1.00) 0 160 6' Adds to 1 2 2x4 Plate 2x4 Plate inrui WIDTH 3.50" 3.50" oc/vtinu LENGTH 2.25" 2.25" LIVE/DEAD/TOT. 347/190/537 347/178/524 PLY 1 1 DEPTH 9.5" 9.5" DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim - See TJ SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shearfb) 523 517 1120 Passed(46%) Reactwn(tb) 523 523 1045 Passed(50%) Moment(ft-lb) 1864 1864 3338 Passed(56%) Live Defl.(in) 0.156 0.315 Passed(L/970) Total DefL(in) 0.263 0.629 Passed(L/575) LOCATION LL end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TL:U240). - Deflection analysis is based on composite action wttfi single layer of the appropriate span-rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2 8* o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ wan-ants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. - Not at products are readily available. Check with your supplier or TJ technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the TJ Residential product listed above. PROJECT INFORMATION No Project Information available OPERATOR INFORMATION: Peterson Associates Eng. mfce 7122 1/2 Topanga Cyn. #a Canoga Park, Ca 91303 8188837563 Copyright O 2000 by Trus Joist, a Weyerhaausar Business. TJW Is a registered trademark of Trus Joist. Pro1", TJ-Pro™ and TJ-fleam * ore trademarks of Trus Joist. To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Tftfe: Dsgnr Description:2 Scope: JOb * Ot Date: 5.48PM. 9 SEP 01 .. 25 S£ K*v. 510300 UMT KMMM053a, V«r S.1J, (c) 1963-9S ENERCALC General Timber Beam Page 1 c:\eneroalc\hefrick.ecw:Calculations Description fb#3 General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.0x18.0 5.000 in 18. 000 in Glut-am 1.250 Pin-Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements jj Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 2300ft Lu ft Lu ft Lu 2,400.0 psi 190,0psi 560.0 psi 1, 800.0 ksi 2.00 ft 0.00ft 0.00 ft Full Lengh Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Point Loads Dead Load 3,200.0 IDS Uve Load 3.200.0 Ibs ...distance 2.500 ft 145.00 #/ft LL 260.00 fffl iffi LL #ffi *ffi LL f/ft Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 1 i Ibs Ibs 0.000ft (Summary | Span= 23.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. Mallow fb 1,572.35 psi Fb 2,847.26 psi S.OOOinx Beam Design OK Depth = 18.in, Ends are Pin-Pin 0.685 : 1 35.4 k-ft 64.1 k-ft Maximum Shear * Allowable 35.38 k-ft at 9.752 ft Shear 0.00 k-ft at 23.000 ft 0.00 0.00 64.06 fv Fv k-ft k-ft 162.76 psi 237.50 psi Camber. Reactions,,. LeftDL 4.52 k Right DL 2.02 k 1.5 @Left 6 Right ©Left ©Center ©Right Max Max 14.6 k 21.4k 10.36 k 5.35k 0.000 in 0.469 in 0.000 hi 10.36 k 5.35k Deflections j Center Span... Dead Load Deflection ...Location ...Length/Defl -0.31 2 in 10.948 ft 883.7 Total Load -0.790 in 11.040ft 349.42 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs j Bending Analysis Ck 19.865 Le Cv 0.954 Rb ©Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: ABowafote Bearing @ Supports Max Left Reaction Max. Right Reaction 4.118ft 5.966 Max Moment 35.38 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 14.65 k 61.678 In2 237.50 psi 10.36k 5.35k Sxx 270.000 in3 Cl 0.995 149.10 in3 0.00 in3 0.00 in3 @ Right Support 7.14k 30.044 Jn2 237.50 psi Bearing Length Req'd Bearing Length Req'd Area 90.000 Jn2 Allowable fb 2.847.26 psi 2,861.76 psi 2,861.76 psi 3.701 in 1.912 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title: Dsgnr Description: ^t Scope: Dale: 5:23PM, 9 SEP 01 Kvf. S1O300OMT KWOOOS30. Vet 5 1.3, 22-Jun-1099. Win32(cl 1M3-90 EMERCALC General Timber Beam Page 1 Description fb#3 General Information Section Name 5.0x18.0 Beam Width 5.000 in Beam Depth 18.000 in Member Type GluLam Load Due. Factor 1 .250 Beam End Fixity Pin-Pin Full Lengh Uniform Loads Calculations are designed to 1997 NDS and 1997 UBC Requirements fc Center Span Left Cantilever Right Cantilever Douglas Fir. 24F Fb Base Mow Fv Allow Fc Allow E Center DL 145.00 #ffi LL Left Cantilever DL *m LL Right Cantilever DL */ft LL Point Loads Dead Load 3,200.0 IDS Ibs Live Load 3,200.0 Ibs Ibs ...distance 2.500ft 0.000ft | Summary | Ibs Ibs 0.000 ft 23 00 ft Lu 2 00 ft ft Lu 0.00 ft ft Lu 0.00 ft -V8 2,400.0 psi 190.0psi 560.0 psi 1, 800.0 ksi 260.00 *ffi fffi fffi Ibs Ibs Ibs Ibs Ibs Ibs tbs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Desicm OK I j To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. T«te: Dsgnn Description: Scope: Date: 5:50PM, 9 SEP 01 Rvf. 510300 UMT KW-OOOSM, Vw 9.1.3. 22-Jim-1998, Win32 (c) 1003-00 ENERCALC General Timber Beam Page 1 c:\aneroato\herrick.ecw:C9tau(a1lQns Description fb#1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements | Section Name 6.75x18.0 Beam Width 6.750 in Beam Depth 18.000 in Member Type GluLam Load Due. Factor 1.250 Beam End Fixity Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 27.00ft Lu ft Lu ft Lu 2,400.0 psi 190.0 psi 560.0 psi 1. 800.0 ksi 2.00ft 0.00ft 0.00 ft Full Lengh Uniform Loads I Center Left Cantilever Right Cantilever DL DL DL 230.00 #ffi *ffi LL LL LL 280.00 fffi (Summary | Span= 27.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max Q Right Support Max. Mallow fb 1,530.00 psi Fb 2,726.02 psi = 6.750in x Depth = IS.in, 0.561 ; 1 46.5 k-ft 82.8 k-ft 46.47 k-ft at 0.00 k-ft at 0.00 k-ft 0.00 k-ft 82.80 fv 76.16 psi Fv 237.50 psi Ends are Pin-Pin Maximum Shear * Allowable 13.500ft Shear 27.000ft Camber Reactions... LeftDL 3.10 k Right DL 3.10 k 1.5 ©Left @ Right ©Left @ Center 6 Right Max Max Beam Design OK 9.3 k 28.9 k 6.88 k ' 6.88k 0.000 in 0.699 in 0.000 in 6.88 k 6.88k Deflections | Center Span... Dead Load Total L Deflection ...Location ...Length/Defl pad Left Cantilever... -0.466 in -1 .033 in Deflection 13.500 ft 13.500 ft ...Length/Deft Dead Load 0.000 in 0.0 Total Load 0.000 in 0.0 695 7 313-73 Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 i Stress Calcs Bending Analysis Ck 19.865 Le Cv 0.911 Rb ©Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118ft 4.419 Max Mqment 46.47 k-ft 0.00 k-ft 0.00 k-ft © Left Support 9.25k 38.962 in2 237.50 psi 6.88k 6.88k Sxx 364.500 in3 Cf 0.997 Sxx Reo'd 204.58 in3 0.00 in3 0.00 in3 @ Right Support 9.25k 38.962 h2 237.50 psi Bearing Length Req'd Bearing Length Req'd Area 121.500 tn2 Allowable fb 2,726.02 psi 2,732.98 psi 2,732.98 psi 1.821 in 1.821 in Query Values | M, V, & D Q Specified 1-ocations @ Center Span Location = © Right Cant Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 6.88k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Rev: 510300 UMT KWO805M, Ver 5.1.3, 22-Jut-IBW, Win32<c) 1963-W ENERCALC TWe: MITK.* Dsgnn ' Description : ^,Scope: General Timber Beam 'JC4L wy APP Job* GJO/rl. Date: 5:48PM, 9 SEP 01 Page 2 j c:\enercakAh6rrick.ecw:Calculations 1 Description fb#3 Query Values | M,V,& D@ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Moment 0.00 ft 0.00 k-tt 0.00 ft 0.00 k-ft 0.00 ft 0.00 k-ft Shear 10.36 k 0.00k 0.00k Deflection 0.0000 in 0.0000 in 0.0000 in Z2T r H £/( /fo> jffa^x&ea^. Nf J DFWDAON & ASSOCIATES ENGINEERING. INC.AX™ /s- CIVIL & STQUCTUQAL ENGINEERING D ESI 23701 CaliAtom Place. Demons. California 92065 Office and Fax (760) 7884663 JCuTMT- £'3*V M?t?/f7OM . OWNED: _tf&Kf iGAL Ob ADDDE&S- 'Z.^^O PJcVf <5 / • ^£ - , f\J^L&&.'P'12 O^P\-' y GN Dmh£& _orr^:\->i RY Mjf A)05NO.Zi& ^/ \^ )/-^5Sty ^ PAD SCHEDULE F'c = 2,500 psi d = t - 3" dz 1 2 3 4 5 6 7 8 9 10 11 12 13 /t, LU N CO 2' 0" X 2( 0" 2' 6" X 2' 6" 31 0" X 3' 0" 3' 6" X 3' 6" 4' 0" X 41 0" 4' 6" X 4' 6" 5' 0" X 5' 0" 5' 6" X 5' 6" 6( 0" X 61 0" 6' 6" X 6' 6" T 0" X 7' 0" T 6" X 7' 6" 8' 0" X 8' 0" cr Q crLUD: LUa: 4.00 6.25 9.00 12.25 16.00 20.25 25.00 30.25 36.00 42.25 49.00 56.25 64.00 ALLOWABLE BEARINGPRESSURE1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 /)ttffi«/tf &>•£ 5tf£t i/POINT LOADALLOWABLE4.8 7.5 10.8 14.7 19.2 24.3 30.0 36.3 43.2 50.7 58.8 67.5 77.0 THICKNESS12" 12" 12" 12" 12" 12" 12" 12" 12" 12" 15" 15" 15" M MOMENT ARM0.84 1.13 1.34 1.63 1.84 2.13 2.34 2.63 2.84 3.13 3.33 3.5 MOMENT0.42 0.79 1.08 1.6 2.03 2.76 3.29 4.75 4.83 5.88 6.65 7.35 J £jj ^ LU LU £Q O LU LU .04 .06 .08 .12 .15 .20 .24 .31 .36 .33 .37 .41 REINFORCING STEEL#4@12"o/C #4@12"o/c #4@12"o/c #4@ 12"o/c #4@12"o/c #5@ 12"o/c #5@12"o/c #5@12"o/c #5@ 12"o/c #6@12"o/c #6@12"o/c #6@12"o/c #6@ 12"o/c . ,. LA if t Ti•1 A / 0MEH $£CT * — L- \ i i T /TO & ASSOCIATES ENGINEEDINGlNC^\/^r Ci PPOJECT: JOB ADDDES& VH & 6 23701 Calisto TBUCTUBAL ENG1 HEEDING DESIGN Place. RWDOM. Colifomiai 92065 Offioc ond Tax. (760) 7S&-4663 cwKEtt CONTTNQUS FQQTiNG 1 STORY POOTrHG: <$ \ ^vi •^ rj ^ sills . . • *•» . - * * * • vr / ^ . rf .f^M5-^J*_^u_k_J SOtL PRESSURE HAX. UiniFORH tOAD rt-^7f IXD3U3 1000 PSF 1100 PSF 1200 PSF 1'SOO PSF 1800 PSF 2000 PSF 2500 PSF 3000 PSF 1OOO PLF 1100 PLF 1200 PLF 1500 PLF 1800 PLF 20.00 PLF 2500 PLF 3000 PLF 3333£ 36S6/ 4000/ 6000/ ' 6000/ 6666£ 8333^ 10,000/ 2 flTORY FOOTIKG: s N ALLOWABLE GOIL PRE68UKE 1000 1200 1500 IBOO 2000 2500 1000 PSF PSF PSF PSF PSF PSF PSF KAX. UKIFORK LOAD L250 PLF 1500 PLF 1875 PLF 2250 PLF 2500 PLF 3125 PLF 3750 PLF KAX. POINT LOAD 5<17 / 6500 / 8125 / 9750 / 10.833 / 13.510 / 16.250 / PETERSON & A^SOCIATO ECIVIL & STQUCTUPAL ENGINEERING DESIGN 33TO1 CalBlcjpi/Hacp. Bamona. California 93065 Office and fox (760)/78S4663 PDOJECT: JOBADDP&S& OF DATE JOB NO. HEV6HT year, u PL.- W Uj >fc °'C, H A t * 5.15 la 1*4 4G-1 S.1S 111 l&SG l.Ofr un li€'j nst, M P S 1* 4 Mo 6,16 AC TO1 us *$.<*..1 ^6"> HCt?1.0*7 tav 16'iQ.61 -iM UK mo r flJ PFTEPSON & ASSOCIATES ENGINEERING. '' CIVIL & STDUCTUDAL ENGINEEDINC DE&IGN 23701 Cnlislosp Dl«3c. Damono. California 93065 Olios ond Fox (760) 788-4663 PQOJECT: £'81Y A0Dl'rtOi3 OWED: UBC LATERAL LOAD V=3.0 CaW R Ca=0.44 Na TABLE 16-R Na=1 .3 TABLE 16-S Ca=0.44 (1.3)^0.572 R=5.5 - TABLE 16N ROOF 2ND FLR. V=(3.Q-)(0.572) W=0.312w.. 5.5 1.4 • - W1 =(8)l/2PART DCRF XO. X 0.223 = V = psF Wihi= psF psF #/1 DISTRIBUTION: wh Fi =II- C psF -x //c p s F =r-t psF G 1 V 1 L & - &-T 8"U G riMS-Trlr E H C I\N-E E D f B'G • E> E A I G" 23701 CnlisfcrarPfooc. DomowrGiiIifomfflr 92065- Offio=-afld TiK:f7f PPQJECT: 2'$1Y •APPlTJO^I •__ OWED: v' JOB '•DATE BY' JOB NO. r w t- r w -d rl i^ rsl fl PFTERSON & ASSOCIATES ENGINEERING. ING\/^CIVIL 0 STBUCTUQAL E NGINEEQING DE&IGN 23701 Calisloga Place. Demona. California 92065 Office nnd Fax (760) 7884663 PROJECT: 2s STf AvPt'llD'M OWED: , JOB ADDDE.S6: 2-5^0 DATS BY Or >0 1 STORY SHEAR WALL SHEAR WALL # 1 SHEAR WALL # 2 SHEAR WALL # 3 SHEAR WALL # 4 SHEAR WALL # 5 SHEAR WALL # 6 SHEAR WALL # 7 SHEAR WALL # 8 SHEAR WALL # 9 "7-f 7 V- V- v= v= V- SHEAR WALL #10 V= A ,/- ./. */- A A A A A A •^ Me GIY Ttf^&'&&$£>^ lNG/^/ter C T -U--ET A-t E N-C T.N-S E Q4 B'C E> E fi I Gr" or BY yV.TP W JlOfA- f M J PETEP&ON & ASSOCIATED ENGINEERING. INC.~\/^ C VIL&STRUCTUQAL ENGINEERING DE&IGN 23701 Calistj Place.. Damona. California 92065 Ofioc and fox (760) 788-466323701 CalistoOT Place..Eamona. (Jalitorma vauw Uitioc and nuPROJECT: 1-$rmfr{ j\pVt7icrt<j OWNER JOBADDDM&$ AM, BY or STORY SHEAR WALL SHEAR WALL # 1 SHEAR WALL #2 SHEAR WALL #3 SHEAR WALL #4 SHEAR WALL #5 SHEAR WALL#6 SHEAR WALL #7 SHEAR WALL #8 SHEAR WALL #9 V= V- V= 7^7 ^ V= "2- V= V= V= V= V- SHEAR WALL #10 V= 13 #/' A #/• #/' /n1 #/' = WT. #/' A A #/' #/' #/' #/' #/' A A A A qCDUuCD(J <J U CD<: uc CD OJ LU DLU u M _j < LT< LU CD N ro u Z U en en Pa CO 05 s 1° 8- OOJUJ 0 2o °0 ®( 5! IO © OCM O tu CO Qr Jn 8- o £ UJ oQ ^S So ^Oor OCM guj ^ LJ^ ZZ -iObo © OCM 09 -iO bo © © 8^ -iObo xb QCO © OCM Z) C LU oQw UJ -iO © w Jo bo s © © OCM _rObo xfo Qa co „] © w d Qw © - ©•^ OCM O Q- UJ rf 3 o 0) CO C CM••r — o CO o o in co h- t ,_ ro to ro ro -K U_ U_ U_ LU ^ C Q. ;-. Y .— O *—. O •—-O fl) T- tS2.O 2.^- 0.^.5 « L,0) O -2E 0)CL . •*"* rn CO •- •- -r;CNJ M C? TO D . 0) «3JlwaE?feS-« c«2.ago<oE'H- m o>—73 <*>*£, ai 2 D ™ V) TJ CO CO * 5 « p CO O) O r f, T)" .E c -^ « <u ^ - o."9 c roco o 5 "9 ro JS-Sl ro ._ g - jzc .2 — .9 >m *« ~^~\fll CJ *-* -^ e ffl"" •§ TJ D) TO (/> O "co £ 0 c: <u o to o ra a) o tr.c J2 = i* ro H °- m E ^ ™- "o. °- o "c^.«| 0)^-° arfc « o^^|£ ro Sl^ c g ^O'Q'^ "^ni"1 C ro ro c M IT o o c: J3 (D E c <i> xi ,,_.= _ o «p w c^- ^- roC/J L^ j"\_ n U.m ° 01 O C CO ro _ S. "° "^ CO O 3i3J3CO M J PFTED&ON-& A&SOCIAT&S ENGINEEPING. CIVIL 0 &TQUCTUQAL ENGINEERING D E 6 I C N 7177 1/2 topon^ Cfi^oci DKd 6tAp A. Cono^j Ptort. Cblifomio 91303 Cflicc (818) 63i-7%3 fox (818) 633-7585PDcuo: £-afy^£rt>Pi'ri&+J owwro wrtgtCxL* ^ < ' — * If- 7T ^ l /- n .) y~, jrt I JOB DEVSKRV u )/ A i !•: s i A '[' h VKI opMi'M smvu.T.s, I 6 :? ^ X '--:-, .. , > '- .- &c r l'-t •*-* PROJECT : m'lc-'A- SUBJECT : /&v^ .&& earn Mark »> CENTER SPAN W-DL W-LL Wp-DL Wp Li. X-Loft X-RLgbt P- 1 DL P-l LL X-L P-2 DL P-2 LL X 2 P-3 OL P- 3 E L X-3 CANT, SPAN_„_.-_.. Wp-DL Wp-LL X-Left X-Right P" 1 DL P-l LL X-l P-2 DL P-2 LL X-2 = =: r: = a: = -_• e ^ - „- ;; > Fb > Fv > R > L.D.I'. ft #/ft #/ft ff/ft///n.n r i Ibs Ibs t L Ibs I bb ft Ibs His ft ft ff/ft ///ft !' I i'l Ibs Ibsn ibs .1 bs ft 2± « ^ £; tr psi psi ps.i > BEAM WIDTH iu > BEAM DF.P'l POS. MOM. NKG. MOM. Rfcarnox&L LL 'U in i n i'. J U" k 1 bs 1 Us T I M B fb#2 fb 1 12.50i ! 158 j 260 i! 0 0 ,' iiii1.. ! N.'j-i ; oo ' 0.0 ! 0 ! 0 1 ('.0 i o ! 0 : 0 . u o . uo 1 i o ! 0 ; 0.00 ; o.oo i o 1; 0,0; o : o1 o.o 1 -------.- — -.__ ! 2,900 : 200 I 2 . Oh + Oti . : 1 . UO . . i - !i : L 1 . 8 o i " ' OH"O^ { 0 , \>i ? 9 B B ! i ,02^ E a n " 22.50 158 260 0 i1 ;-ii 0 . i.'t.; ;-s.2u;i a, 200 '-! , L! 1.1 0 0 0 0 0 o . o 0.00 0 [1 0 . 00 0.00 t> n 0 0 0o 0.0 2 , 000 2 'JO -' , Oi:>'.)G 1 . 00 - , ;>;} Iti.Oi' "'ij-l^1 U . (1 -4.02U 3.7(1^ BEAM fb#l 27.00 230 280 0 n •i ,(}>' •..' , 0 • i :: !OH 0 > V) ^ . 1 CH 0L;J. 5o 0f j , i j 0 . 00 0 0 o.ooo, no 0 0 0 . 0 0 0 0 . 0 « — t - ... — , ::,9oo 290 L . OH* 06 1 .00 7 1 8 . C 0 785. :< Q.O t. ,r{r 13 , TBO DATE :" D E S cant bms IB. 00 0 0 0 0 •• , oo it . 00 u 'J ('. 0 0 0 o . o 0 <J 0 , 0 "> . 0 ' ) 37o i; 0 . 00 5.00 0 i'i 0 . 0 0 0 U . J - S- ' 1- :_ ._• -^. — —, 2 , DUO 290 - . OK+ OGi .on 3 . 5 1 i . 8R (1.9 ."j*.i. a 0 •j 7/5^7 - I G N headersi 6.00 500 0 0 ' ' i i i' 00 0 0 0 . 0 0 0 0 . (] 0 0 0,0 0 . 0 0 0 0 0 .00 u , oo 0 0 0 0 0 u 0 . .;! ~ "" 1 ' "' "'" "~: *"i . :ioo 1)3 i , 71- +00 ( . 0 0 3.5 7 -v) o.r- ' :*,fjO•*- L .' , " " 0 Right : DL Ibs LL Ibs STRESSES : — — — — —Cf- Depth Fb: Allow psl Fb: Actual psl Fv: Allow psi Fv: Actual psi DEFLECTIONS CRNTKH SPAN : > X-DlSt . ft DL Del i in L / Defl. ^L Defl in L / Def] - L/Tot Dttt'l , 988 2,133 4,510 2,168 1,625 3,281 3,780 0 ' 1.000 0.969 0.956 1,000 2,900 2,809 2,772 2,900 1,201 1,878 2,078 684 290.0 290.0 290.0 290,0 79.76 175.61 107.75 67.67 i t : i , tjt'j7 7i: i. 4 1 ',) 0 ' ,UKJ 502 toS l!<H7 1,500 0 1.000 1 ,300 823 95.0 67.86 . '' , : '•• w 0 , 1HM1 f!^U PC. ;4 V K? r ^ ">•'•"P..' A' : / v ^r C' |,»" 1" ; -f ," ' ri * "(u- - \ ENGINEERING & SURVEYING 1525 S. Escondido Blvd. Suite A, Escondido, CA 92025 (760) 741-0533 FAX (760) 741-5794 June 6, 2002 City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008 Job No. 5182 Site: 2590 Davis Ave., Carlsbad Subject: Rough Grading Report TO WHOM IT MAY CONCERN: Rough grading has been completed for the proposed new garage and two story addition at the above referenced location. A field representative from our firm was present to monitor this grading and to ensure compliance with applicable City of Carlsbad ordinances. Grading took place on May 13, 22, and 23, 2002. Grading was performed by a representative of the owner. All tree stumps, vegetation, debris, and topsoils were removed from the site prior to grading. This removal extended to an approximate depth of 2.5' below original ground, and 5' outside the footprint (limits of removal are on the plat for your review). Excavation material was then pushed and compacted by a small Bobcat. This material was then watered, spread, and compacted in approximately 3 inch layers to a minimum of 90% relative compaction. A representative from this firm was present to perform visual inspections as grading progressed and to perform relative compaction testing at representative locations to ensure that adequate compaction was obtained. This report, along with a summary of our tests results and test location plat is attached hereto and made part of this report. Density testing was performed in accordance with ASTM 2922 (Nuclear) and D1557 procedures. Soils consist of tan sands and are considered to be non-expansive. All uncompacted fill found on the site was removed until formational soils were encountered, and re- Page 2 of 5 compacted prior to beginning additional fill. The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc. Rather, these recommendations are intended to minimize this potential. If shrinkage cracks develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to "re-entrant" comers (approx. 270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. It should be noted that the characteristics of as-compacted fill may change due to post- construction changes from cycles of drying and wetting, water infiltrations, applied loads, environmental changes, etc. These changes may cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. This office is to be notified no later than 3:00 p.m. on the day before any of the following operations begin to schedule appropriate testing and/or inspections: 1. Fill placed under and conditions 12 inches or more in depth and/or pool or out- building construction to include. a. Building pads. b. Street improvement, sidewalks, curbs and gutters. c. Utility trench backfills. d. Retaining wall backfills/pool excavation ramp backfill. e. The spreading or placement of soil obtained from any excavation (footing or pool, etc.). 2. Foundation excavations and foundation and slab reinforcement. The site is considered acceptable for the construction of the planned residential addition and garage. Residential construction shall conform to the following recommendations: Foundation The owner/developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicated that most concrete shrinks about 1/8 inch in 20 feet. Separation between construction and cold joints should also be expected. It is recommended that the project Architect/Structural Engineer design the proposed foundations. Page 3 of 5 1) It is recommended that normal concrete wall footings be used in accordance with Uniform Building Code design (i.e. 12 inches wide by 15 inches deep and 15 inches wide by 18 inches deep) for one and two story structures respectively. Isolated square footings should be at least 24 inches by 24 inches wide and 24 inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand/gravel under the slab. 2) Minimum foundation shall use four #4 reinforcing bars continuous in alf interior and exterior footings. Place two bars 3 inches below the top of the footing and two bars 3 inches above the bottom of the footing. Reinforcement for isolated square footings should be designed by the project structural engineer. 3) All interior slabs must be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced at 18 inches on center each way, placed one and one-half inches below the top of the slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier is recommended and if used, must be placed mid-height in the sand. 4) The minimum steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations. 5) Provide contraction joints consisting of sawcuts spaced 12 feet on center each way within 24 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged. 6) All underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. Supplemental testing will be required when that work is accomplished and will be certified in a separate report. 7) All exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in thickness reinforced with 6x 6/10 x 10 welded wire mesh placed one and one-half inches below the top of the slab. Provide contraction joints consisting of sawcuts spaced 6 feet on center each way within 24 hours of concrete pour. The depth of the sawcuts should be described in Item #5 above. 8) This office is to be notified to inspect the footing trenches, foundation and slab area reinforcing prior to concrete pour. 9) Footings located on or adjacent to the top of the slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of Page 4 of 5 the slope in height, whichever is greater, between the bottom edge of the footing and face of slope. The outer edge of all fill slopes experience "down slope creep" which may cause distress to structures. If any structures, including building, patios, sidewalks, swimming pools, spas, etc., are placed within the setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED. 10) All footings and slab areas shall be kept in a moist condition for a minimum of 48 hours prior to placement of sand, visqueen or concrete. Monitored raindbirds or hand watering periodically during the daylight hours is recommended. 11) Contraction joint sawcuts to be designed by project architect. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged. 12) Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed during the period of May 13, 22, and 23, 2002. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. Slopes: No slopes on site. All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. Berms should be maintained along the top edges of fill slopes. Drainage: The owner/developer is responsible to ensure adequate measures are taken to properly finish grade the construction area after any structures and other improvements are in place so that the drainage water from the improved site and adjacent properties are directed away from proposed structures. A minimum of two percent gradient should be maintained away from all slabs or foundations. Roof gutter and downspouts are recommended to be installed on the building. All discharge from downspouts should be led away from the foundations and slab. In no case should water be allowed to pond or flow over slopes. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, Page 5 of 5 planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn can affect the performance of the on site soils. The attached drawing details the approximate locations of cuts, fills and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE - PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job No. 5182 will expedite our response to your inquiries. Respectfully^Submitted — Herald X. Lantis R.C.E. 33220 Attachments: Appendix E Compaction Test Result Summary Compaction Test Location Plat APPENDIX E ORIGIN OF STRAIN FEATURES AND CONSTRUCTION PRACTICES L ORIGIN OF STRAIN FEATURES Strain features, for example cracks in walls and slabs, are a result of deformation of the house and improvements under the action of forces. Some of these forces may originate in the underlying soil; however, other forces originate as a result of construction methods and materials. These origins of forces often interact as contributing factors. The goal of construction practice and engineering is to limit development of strain features to generally accepted levels. An attempt to reduce strain features below generally accepted levels requires more expensive engineering and construction. In addition to cracks in walls and slabs, strain features include the following: bulges at wallboard seams, out-of-square door and window frames that cause rough operation, cracked footings, displacement of separate structural elements such as between walls and chimneys or across contraction joints in slabs, and unusual variations in topography of the floor slab. II. CONSTRUCTION PRACTICES Some cracking of slabs, footing, and walls is considered normal and is the result of a necessary balance between benefits and costs. Minor cracking does not affect the serviceability of a house and has been considered generally acceptable. In some conditions a concrete slab or footing may develop a single large crack or numerous small cracks. Data I in Engineering Bulletin No. 3, Design and Control of Concrete Mixtures by the Portland Cement Association, indicated that a high-quality slab or footing that is 50 feet in dimension may experience 0.36 inches of shrinkage during the first 38 months after construction. Approximately 0.12 inches of shrinkage would occur during the first month and an additional 0.2 inches would occur in the next 10 months. Moreover, concrete in residential structures is often placed with high water content, high initial temperatures, small aggregate, and during hot and dry weather conditions. All of these can increase the amount of shrinkage. In some slabs, the shrinkage may be expressed as one or two cracks rather than being distributed as small shrinkage cracks. HI. CAUSES OF PLASTIC SHRINKAGE CRACKS AND RECOMMENDED CORRECTIVE MEASURES These highly unsightly cracks are caused by a rapid evaporation of water and surface drying of fresh concrete. Plastic concrete shrinkage cracks can be minimized by using good construction practices; such practices are listed below: 1. Saturate the subgrade and forms. 2. Lower the temperature of the concrete in hot weather (over 85°F). 3. Reduce the time between placing the concrete and finishing it. 4. Provide environmental controls, such as sun-shades, windbreaks or temporary coverings. 5. Don't overwork finishing effort as this will cause separation of aggregates and bring excessive water to surface. 6. Provide expansion/contraction joints. These may be accomplished by "cold joint", expansion material joint, or sawcut, within 24 hours of pour. The Engineer will be glad to review your building plans and provide recommendations. 7. Avoid adding excessive water to PCC mix, as this reduces concrete strength and contributes to cracking. a t/i m w> • o &- °"^^ C^ & ->,££P°c/i t -W2 c 03 OlfoCOiGooMCO COCD CD CO CD C?=T O O o> Ol O) Oi M CO COen CO OlNJCOi5ooK)ro CO CD CD CO 2o=r o CD CO CD CO S CO CD ^.bo OiroroN3ooM-* COCDCD O)ytr 2oIT O (D --J CO p ro toen o O•J j^M Hyi W^5^y HO ui• H C^ OnH >w d H O O N*4 ^Q w p o c ) MOISTURE^TENT (%)a w 5 "^ wo z 3 w aw » - S > O H -X ° ? Oo » § r^ ^n H O M 1I1 CD o ™§CD01§ «"(D C £> ^ O y.w Sz > S2 X 3^< n n bs 33 )—r,e .00 os 2E LU XUjUJQ: .OO'OS TB o F«S>b- 14-OZ Ol : 37P Beauty Set-v i ce 76O 434 4154 ENGINEERING & SURVEYING P.01 1525 S. Kscundido Blvd. Suite A, Escondido, CA 92025 (760)741-0533 FAX (760) 741-5794 February 7, 2002 Job No. 5)82 Jeanne Herrick 2590 Davis Ave. Carlsbad, CA 92008 Site: 2590 Davis Ave. Carlsbad Subject: Limited Soils Investigation TO WHOM IT MAY CONCERN: At the request of the project owner, this firm has conducted a limited soils investigation at the above referenced site, This investigation consisted of a field site review, and sampling of the onsite soil from two hand-dug pits in the area of proposed development, [t is the understanding of this office that a new garage and two story addition is proposed to the rear of the existing residence The existing rear yard of the residence, proposed development area, is irregular and currently covered with grass. A couple of small trees will be required to be removed to build the proposed addition It is anticipated that the soils removals will extend to approximately 3-4' in depth and shall extend a minimum of 5' outside the building footprint, Exact removal depths will be determined during grading. Any import soils shall be approved by this Engineer prior to arrival on site. This office is to be notified no later than 3:00 P.M. on the day before any fill operations begin to schedule appropriate testing and/or inspections. Based on a visual analysis, laboratory testing, experience with similar soils in the region and similar projects, it was determined that the silty sands are non-expansivft.and that no special design for expansive soils is required for this project. The maximum dry density of the existing silty sands was determined to 122.3 pcf at 80% optimum moisture content. An allowable bearing pressure of 1500 psf may be utilized for this design. This value may be increased by 1/3 for the design of load that includes wind and seismic analysis, These recommendations are based upon soil characteristics only, and do not reflect any possible design considerations imposed by the building design which might increase these recommendations. -14-02 01:37P Beauty Set-vice 7GO 434 41B4 Page 2 of 2 An allowable active pressure of 38 psf shall be used for the wall design, A coefficient of friction of -38 shall be used for calculating friction between the soil and the concrete foundation. Passive pressure of.350 psf is generated by this soil, A minimum of T of level lateral support shall be maintained between the top of the wall foundation and any slope face or daylight condition A review of the4< Active Fault Near-Source Zones Map" prepared by the California Department of Conservation division of Mines and Geology indicates that there are no mapped type A faults within 15 kilometers of the subject site. Rose Canyon fault which is a type B is located approximately 8,5 kilometers from the site, In conformancc with Tables 16-S and 16-T of the 1997 U.B.C , the Na factor is 1.0 and the Nv factor is 1,08. The soils classification in conforrnance with the 1997 Uniform Building Code is SD, Typically, liquefaction requires cohesionless soil deposits, which are loose and exhibit low permeability characteristics combined with the presence of high ground water levels. During periods of ground shaking, soils that possess these physical characteristics will become very unstable and are not suitable for support of structures. However, this site does not contain any of those characteristics. Ground water is not a concern at this site and founding soils consists of firm sands, which are considered to be stable ever during periods of earth shaking. This site is considered suitable for the proposed development and liquefaction is not probable. The recommendations and opinions in this report reflect our best estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the Soils Engineer so that he may make modifications if necessary. It is the responsibility of the Developer or their representative to ensure that the information and recommendations contained herein are brought to the attention of the Engineer and Architect lor the project and incorporated into the project plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his sub-contractors carry out such recommendations during construction. Respe ferald R. Lantis RCE 33220 COMPUTER METHOD SUMMARY Page 1 C-2R Project Title Herrick Residence Date. .10/22/01 10:57:44Project Address Davis Avenue ******* Carlsbad, CA *v6.00* Documentation Author... Wade Wylie ******* Accudraft Inc. 1338 D Street Ramona, CA 92065 (760) 788-9391 Building Permit # Plan Check / Date Field Check/ Date Climate Zone 07 Compliance Method MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-1139_01 Wth-CTZ07S92 Program-FORM C-2R User#-MP2232 User-Accudraft Inc. Run-1139-01 HERRICK MICROPAS6 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 5.85 3.50 2.35 Space Cooling 1.81 3.21 -1.40 Water Heating 10.98 9.99 0.99 Total 18.64 16.70 1.94 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area 2595 sf Building Type Single Family Detached Construction Type Existing Plus Addition Building Front Orientation. Front Facing 270 deg (W) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume 21140 cf Slab-On-Grade Area 1329 sf Glazing Percentage 12.3 % of floor area Average Glazing U-value.... 0.77 Btu/hr-sf-F Average Glazing SHGC 0 . 69 Average Ceiling Height 8.1 ft City of Carlsbad Building Department 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 buijding permit without a completed school fee form. Project Name: Building Permit Plan Check Number: Project Address: A.P.N.: Project Applicant (Owner Name): _ Project Description: _ Building Type: _ Residential: Number of New Dwelling Units Second Dwelling Unit: Residential Additions: Square Feet of Living Area in New Dwelling Square Feet of Living Area in SDU Net Square Feet New Area I / Commercial/Industrial: Square Feet Floor Area City Certification of Applicant Information: \f~ff "U^Tx' ——- J [QPL DISTRICTS WITHIN T rarlsbad Unified School Dis 801 Pine Ave. Carlsbad CA 92009 (729-9291) Date —> / : J>A ARL5BAD larcos Unified School District 215MataWay San Marcos, CA 92069 (736-2200) EncinitasUnji 101 SouthRancho Santa Fe Rd Encinitas, CA 92024 (944-4300) San Dieguito Union High School District 710 Encinitas Blvd. 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 fe* 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 ewneyr/developer^of the above described projects), or that the person executing this declaration is authorized to sign on l^iafof me Owner. Signature: 1635 Faraday Avenue • Carlsbad, CA 92OO8-7314 - (76O) 6O2-2700 • FAX (760) 6O2-8560 Revised 4/20/00 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 " DISTR,CTOFF.C,AL TITLE NAME OF SCHOOL DISTRICT Assistant Superintandant — B"8ingM§orvteeaDATE 3/*/*aj PHONE NUMBER -L / xi ._ *7 3 £-