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HomeMy WebLinkAbout2910 CAPAZO CT; ; CB002874; Permit11/14/2000 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No:CB002874 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: BELL DAVID 2910 CAP AZOCTCBAD RESDNTL Sub Type: 2153902000 Lot#: $381,028.00 Construction Type: 6 Reference #: 1 Structure Type: 4 Bathrooms: CARLIN RESIDENCE-SFD 4383 SF GAR 674 SF, DECK 510 SF C C SFD 0 VN SFD 6 Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: Orig PC#: Plan Check#: ISSUED 08/04/2000 JM 10/24/2000 11/13/2000 1539CAUDORST ENCINITASCA 92024 760-471-1865 Owner: CARLIN REVOCABLE TRUs¥-S§-2&9W^ 0002 01 CGP 1905 REDWING ST SAN MARCOS CA 92069 02 20077 ,.80 Total Fees: $21,123.05 Total Payments To Date: $1,045.25 Balance Due: $20,077.80 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 Inspector: $1,608.08 Meter Size $0.00 Add'l Reel. Water Con. Fee $1,045.25 Meter Fee $0.00 SDCWA Fee $0.00 CFD Payoff Fee $38.10 PFF $0.00 PFF (CFD Fund) $0.00 License Tax $310.00 License Tax (CFD Fund) $530.00 Traffic Impact Fee $0.00 Traffic Impact (CFD Fund) $0.00 LFMZ Transportation Fee $0.00 Sidewalk Fee $0.00 PLUMBING TOTAL $0.00 ELECTRICAL TOTAL $0.00 MECHANICAL TOTAL $0.00 Housing Impact Fee Housing InLieu Fee $0.00 Master Drainage Fee: $0.00 Sewer Fee: TOTAL PERMIT FEES FINAL Date: $0.00 $0.00 $0.00 $0.00 $6,934.71 $6,401.27 $0.00 $0.00 $418.00 $472.00 $0.00 $0.00 $245.00 $60.00 $127.50 $2,925.00 $0.00 $8.14 $0.00 $21,123.05 Clearance: NOTICE: Please take NOTICBmat approval of your project includes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions/ You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 1. PROJECT INFORMATION £r. FOR OFFICE USE ONLY PLAN CHECK NO. EST. Plan Ck. Deposit Validated By Date / Address (include Bldg/Suite #)Business Name (at this address) M/O-, at this add 503? 08/04/00 0001 01 02 -1045-25 Legal Description Lot No.Subdivision Name/Number Unit No. Phase No. Total # of units Assessor's Parcel # tSHC. 310 J Existing Use i Proposed Use Description of Work 2. CONf ACT PERSON flfdltterent from applicant) SO. FT. -SIC #of Stories # of Bedrooms # of Bathrooms Name 3, APPLICANT Address Contractor Q Agent for Contractor City Owner Q Agent for Owner State/Zip Telephone t> Fax # Name 4, PROPERTY OWNER Address city State/Zip Telephone # Name Address City State/Zip Telephone ff CONTRACTOR - COMPANY NAME (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 [$500D." Name State License # Address License Class •R - Hvc City 1 State/Zip City Business License # one # Designer Name Address City State/Zip Telephone State License # 8. WORKERS' COMPENSATION Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: O 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. n 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 I " \ " (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: FailiuBtosecure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (STBu.uuTrh-tqMldilian ta the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE _ \ *3\ V^^^K^*^^ _ DATE 6 " "S ^ "30^* 7, '«|*SW(E*iSeUiyBER bEG^RATION * ;"" ~ " ' "' ' "- >"< 1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: Q 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). |~l I 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 flNO 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 (include name / address / 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 COMPLETE THIS SECTION FOR/VOW-fffS/0£/Vr/4i BUILDING PERMITS ONLY 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? d YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~l YES Q NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES O 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. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(1) Civil Code). LENDER'S NAME M/A LENDER'S ADDRESS 9.- APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on 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 City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: 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 the 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 commenced for a perjudTjfiao days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE ^W&lt (j^^tAJtt^ DATE /^frff. 3 . WHITE: File YELLOW: Applicant PINK: Finance City of Carlsbad Final Building Inspection Dept: Building \ rbnnlnj -riTinfT StLlte Fire nan v«necn #. Permit #: Project Name: Address: Contact Person: Sewer Dist Inspected Bv: Inspected Bv: Inspected Bv: CB002874 CARLIN RES GAR 674 SF, 2910CAPAZ< DAVE LC IDENCE-SFD 4383 SF DECK510SF DOT Phone: 7605252164 Water Dist: V Date Inspected: Date Inspected: Date Inspected: y*v<» -^w **^ *um9. ^ \J Permit Type: Sub Type: Lot: 0 Approved: Approved: Approved: 1 I/^U/IUU 1 RESDNTL SFD Disapproved: Disapproved: Disapproved: Comments: 3 City of Carlsbad Final Building Inspection Dept: Building «t$frw*»r1ng Planning CMWD Plan Check #: Permit*: CB002874 Project Name: CARLIN RESIDENCE-SFD 4383 SF GAR 674 SF, DECK 510 SF Address: 291 0 CAPAZO CT Contact Person: DAVE Phone: 7605252164 Sewer Dist: LC Water Dist: V Inspected jO^/O- — Bv: A^X Inspected Bv: Inspected Bv: Inspected: /'""-*'"£ Date Inspected: Date Inspected: StLite Fire Date: 11/20/2001 Permit Type: RESDNTL Sub Type: SFD Lot: 0 ?/ Approved: *\ Disapproved: Approved: Disapproved: Approved: Disapproved: Comments: Inspection List Permit*: CB002874 Type: RESDNTL SFD CARLIN RESIDENCE-SFD 4383 SF GAR 674 SF, DECK 510 SF Date Inspection Item Inspector Act Comments 11/21/200189 Final Combo PY AP 11/21/200189 Final Combo - Rl 11/20/200189 Final Combo - Rl 11/20/200189 Final Combo PY CO 05/11/200182 Drywall/Ext Lath/Gas Test PD AP 04/24/2001 84 Rough Combo PY AP 04/23/2001 14 Frame/Steel/Bolting/Weldin PY CO 04/23/2001 24 Rough/Topout PY AP 04/23/2001 34 Rough Electric PY PA 04/23/2001 44 Rough/Ducts/Dampers PY PA 04/03/200113 Shear Panels/HD's PY AP 03/09/2001 15 Roof/Reroof PY AP 01/05/2001 32 Const. Service/Agricultural PY PA 01/05/2001 34 Rough Electric PY WC 12/15/200022 Sewer/Water Service PY AP 12/08/200011 Ftg/Foundation/Piers PY „ AP 11/30/200021 Underground/Under Floor PY ,:; AP 11/28/200011 Ftg/Foundation/Piers PY PA 11/22/200011 Ftg/Foundation/Piers PY CO GAS METER RELEASE EMR T.S.P.B. o OK TO PORCH 2PIERFTGS NEED SOILS REPORT Tuesday, November 27,2001 Page 1 of 1 City of Carlsbad Bldg Inspection Request For 11/20/2001 Permit# CB002874 Title: CARLIN RESIDENCE-SFD 4383 SF Description: GAR 674 SF, DECK 510 SF Inspector Assignment: PY Type: RESDNTL Job Address: Suite: Location: APPLICANT BELL DAVID Owner: Remarks: Sub Type: SFD 2910 CAPAZOCT Lot Phone: 7605252164 Inspector: Total Time: CD Description 19 Final Structural 29 Final Plumbing 39 Final Electrical 49 Final Mechanical Requested By: DAVE Entered By: KAREN Act Comments G* Associated PCRs PCR00209 ISSUED Inspection History 4 Date Description 05/11 /2001 82 Drywall/Ext Lath/Gas Test 04/24/2001 84 Rough Combo 04/23/2001 14 Frame/Steel/Bolting/Welding 04/23/2001 24 Rough/Topout 04/23/2001 34 Rough Electric 04/23/2001 44 Rough/Ducts/Dampers 04/03/2001 13 Shear Panels/HD's 03/09/2001 15 Roof/Reroof 01/05/2001 32 Const. Service/Agricultural 01/05/2001 34 Rough Electric 12/15/2000 22 Sewer/Water Service 12/08/2000 11 Ftg/Foundation/Piers 11/30/2000 21 Underground/Under Floor 11 /28/2000 11 Ftg/Foundation/Piers 11/22/2000 11 Ftg/Foundation/Piers Act Insp Comments AP PD AP PY CO PY AP PY PA PY PA PY AP PY AP PY PA PY EMR T.S.P.B. WC PY AP PY AP PY OK TO PORCH AP PY PA PY 2 PIER FTGS CO PY NEED SOILS REPORT CITY OF CARLSBAD BUILDING DEPARTMENT NOTICE (760) 602-2700 1635 FARADAY AVENUE DATE ///to//TIME LOCATION PERMIT NO. FOR INSPECTION CALL (760) 602-2725. RE-INSPECTION FEE DUE? I I YES FOR FURTHER INFORMATION, CONTACT . City of Carlsbad Bldg Inspection Request For: 04/23/2001 Permit^ CB002874 Inspector Assignment: PY Title: CARLIN RESIDENCE-SFD 4383 SF Description: GAR 674 SF, DECK 510 SF Type:RESDNTL Sub Type: SFD Phone: 7605252164 Job Address: 2910 CAPAZOCT Suite: Lot 0 Location: Inspector: APPLICANT BELL DAVID Owner: Remarks: Total Time: Requested By: DAVE Entered By: CHRISTINE CD Description Act Comments 14 Frame/Steel/Bolting/Welding 24 Rough/Topout 34 Rough Electric 44 Rough/Ducts/Dampers Associated PCRs PCR00209 ISSUED Inspection History Date 04/03/2001 03/09/2001 01/05/2001 01/05/2001 12/15/2000 12/08/2000 11/30/2000 11/28/2000 11/22/2000 Description 13 Shear Panels/HD's 15Roof/Reroof 32 Const. Service/Agricultural 34 Rough Electric 22 Sewer/Water Service 1 1 Ftg/Foundation/Piers 21 Underground/Under Floor 11 Ftg/Foundation/Piers 11 Ftg/Foundation/Piers Act Insp AP PY AP PY PA PY WC PY AP PY AP PY AP PY PA PY CO PY Comments EMR T.S.P.B. OK TO PORCH 2 PIER FTGS NEED SOILS REPORT City of Carlsbad Bldg Inspection Request For: 1/5/2001 Permit# CB002874 Title: CARLIN RESIDENCE-SFD 4383 SF Description: GAR 674 SF, DECK 510 SF Inspector Assignment: PY Sub Type: SFD 2910 CAPAZOCT Lot Type: RESDNTL Job Address: Suite: Location: APPLICANT BELL DAVID Owner: DJOBADZE WACHTANG&IRENE TRUST 02 Remarks: Phone: 7605252164 Inspector: Total Time:Requested By: DAVE Entered By: ROBIN CD t Description 34 Rough Electric Act Comments T3MAssociated PCRs PCR00209 PENDING Inspection History Date Description Act 12/15/2000 22 Sewer/Water Service AP 12/8/2000 11 Ftg/Foundation/Piers AP 11/30/2000 21 Underground/Under Floor AP 11/28/2000 11 Ftg/Foundation/Piers PA 11/22/2000 11 Ftg/Foundation/Piers CO Insp Comments PY PY OK TO PORCH PY PY 2 PIER FTGS PY NEED SOILS REPORT w CHRISTIAN WHEELED ENGINEERING COMPRESSIVE STRENGTH TEST RESULTS Job Name: Job Address: Contractor: Subcontractor: Carlin Construction 2910 Capazo Ct, Carlsbad Bell Construction Bell Construction Job#: Permit* Architect: Engineer: 200.754 CB002874 Plan File #: Jep Design Parlee Engineering Test Location: Two Pad Footings at Garage P-2 Req. Strength: 3000 psi Date Sampled: 11-29-00 Date Received: 12-1-00 Sampled by: RSR Tested by: Sample Type: Concrete, 6" x 12" Supplier: Marcon Products, Inc. Mix#: 95-091 Admixture(s): Truck #: 27 Ticket*. 22385 Mix Temp: 79° Air Temp: 57° Slump: 4" % Air Min in Mixer: 60 UnitWt: Sample # 1297 1298 1299 Date Tested 12-6-00 12-27-00 12-27-00 Age (days) 7 28 28 Area (sq. inches) 28.27 28.27 28.27 Maximum Load (Ibs) 76,690 118,520 111,370 Comp. Strength (psi) 2,710 4,190 3,940 Failure Type The sampling, handling, curing and compressive strength testing were performed by Christian Wheeler Engineering in accordance with the applicable ASTM standards. No other warranties express or implied. Distribution: (1) Bell Construction (1) Supplier (1) City of Carlsbad Reviewed by: Michael B. Wheeler, RCE #45358 4925 Mercury Street + San Diego, CA 92111 + 858-496-9760 + FAX 858-496-9758 DAVIDA.POPIELA 1452 RING ON VILLA DR. ESCONDIDO, CA. 92027 JobAMrw*/-ft lTg>sV'flt M. n. NO..^K^a&oattTf M«N I Arttitect Jgp. X>eS/^A/rqmtf Mat'i (Typ<L Gftdt. ttc.) M»C' ! Jearct Or Mft». General Contractor g«M L&. '^ Lts&t ^ZL NOTE DAVID A. POPIEL CERTIFICATE OF COMPLIANCE IHERIB V CiRTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK IMBS OrHi RWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPKOV1D PLANS A SPEC1FTTIONS. DATE or I ok - REGISTER ™r*mSO %L JOB .'C'0 000" 3G '-3lO Q3<L : 'CN 3NOHd •!! JJj! a3 Jd dU-J ~>3C CHRISTIAN WHEELER ENGINEERING DAILY REPORT JlProject Name Project #54- Project Address Contractor Permit # Const.Architect Plan File # Subcontractor Engineer 1 Reinforced Concrete D Shop Welding D Pre-Stressed Concrete D Field Welding [D Reinforced Masonry D Fireprooflng n Epoxy Anchorsa Material/Equipment: Date Time Departed" ^ S3 Hours Charged: Unless noted otherwise, the work observed is, to the best of my knowledge, in compliance with the approved plans and <gK- /D.... ^ - ncoo i«.i-ni^q •tons. Inspector/Technician's Signature \CM Reg. # Superintendent's SkjnoJuS Inspector/Teehnldon [Print or Type) 4925 Mercury Street -f San Diego, CA 92111 4- 858-496-9760 •»• FAX 858-496-9758 EsGil Corporation In ^Partnership with government for Quitting Safety DATE: 10/23/OO a APPLICANT JURISDICTION: Carlsbad &-ftAN-ftEVIEWER a FILE PLAN CHECK NO.: 00-2874 SET: III PROJECT ADDRESS: 2910 Capazo Court PROJECT NAME: SFD/Garage/Deck for Carlin Residence I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EX] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: [X] Esgil Corporation staff did not advise the applicant that the plan check has been completed. | | Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Fax ln Person ) Complete Special Inspection form. 2) Note on sheet A-3 on City's set that Pool heateris-dutside the Pool Equipment room. 3.) Slip sheet S-2 and SD-3 into City's set. Trusses are being deferred ( Design engineer and truss company have not stamped the layouts). / / By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/16/00 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 «• San Diego, California 92 123 4 (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In fartnersdip with, government for Suififing Safety DATE: 10/16/00 a APRLCANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: OO-2874 SET: II PROJECT ADDRESS: 2910 Capazo Court PROJECT NAME: SFD/ Garage /Deck for Carlin Residence | | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. | | The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. | | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: David Bell 1539 Caudor St. Encinitas, Ca. 92024 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: David Bell [v'M.) Telephone #: (760) 802-9950 Date contacted: fo// Q?/CO (by: (c— ) Fax #: Mail Telephone^" Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation D GA D MB D EJ D PC 10/09/00 lmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 * (858)560-1468 + Fax (858) 560-1576 Carlsbad 00-2874 II 10/16/00 RECHECK PLAN CORRECTION LIST JURISDICTION: Carlsbad PLAN CHECK NO.: 00-2874 PROJECT ADDRESS: 2910 Capazo Court SET: II DATE PLAN RECEIVED BY DATE RECHECK COMPLETED: ESGIL CORPORATION: 10/09/00 1O/16/00 REVIEWED BY: Ray Fuller 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 disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. 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. A. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. B. The following items have not been resolved from the previous plan reviews. The original correction number has been given for your reference. In case you did not keep a copy of the prior correction list, we have enclosed those pages containing the outstanding corrections. Please contact me if you have any questions regarding these items. C. 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 on the plans. Have changes been made not resulting from this list? Q Yes a No Carlsbad 00-2874 II 10/16/00 The items listed below are from the previous list. These remaining items have not been adequately addressed. The remarks in bold are to emphasize the remaining problem. 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 92009, (760) 602- 2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. 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. Final Sets. 4. 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. Not provided. 7. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. Not provided. 8. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report. Section 1629.4.2. Not provided. 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). Not provided. 22. Detail how floor members are attached to the moment frame i.e. with Nelson studs. Show size and spacing. Carlsbad 00-2874 II 1O/16/00 24. Note if pool heater is to be installed inside pool equipment room. If so note the BTU's of heater. If more than 400,000 Bill's then a 1 hr separation is required between equipment room and bath 4 and this must be detailed. It appears that you are installing pool heater in the equipment room. Must be a full 1 hr wall 5/8X on both sides etc. Note on plans which listing number you are using for this assembly. Still haven't determined where the flue for this boiler will terminate. Must go to the exterior (in the middle of the deck). This could create a hazard for kids ( being burned ) or breathing the fumes. Suggest contacting a pool company or flue manufacturer for the feasibility of this termination. 28. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. • 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 Ray Fuller at Esgil Corporation. Thank you. OAPpANT a PLAN REVIEWER a FILE EsGil Corporation In TartnersHip with gove.rnme.nt for 'Building Safety DATE: 08/14/00 JURISDICTION: Carlsbad PLAN CHECK NO.: 00-2874 SET: I PROJECT ADDRESS: 2910 Capazo Court PROJECT NAME: SFD/ Garage /Deck for Carlin Residence I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. J 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. I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [X] The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I | The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. IXI The applicant's copy of the check list has been sent to: David Bell 1539 Caodef St Encinitas, Ca. 92024 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: David Bell ("•**•) Telephone #: (760) 802-9950 Date c^SSe^rfe-»6-<^ (by: b*-) Fax #: Mail"- Telephone -' Fax In Person REMARKS: By: Ray Fuller Esgil Corporation D GA D MB D EJ PC Enclosures: 08/07/00 tmsmtldot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 <* (858)560-1468 + Fax (858) 560-1576 Carlsbad OO-2874 08/14/00 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: OO-2874 JURISDICTION: Carlsbad PROJECT ADDRESS: 2910 Capazo Court FLOOR AREA: STORIES: 2 Dwelling 4383 Garage 674 HEIGHT: 28 Deck 510 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 08/04/00 ESGIL CORPORATION: 08/07/00 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: OS/14/00 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 for 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 00-2874 08/14/00 • 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 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. 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). 3. 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 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 If applies FOUNDATION INSPECTION • FIELD WELDING • MOMENT FRAME CONNECTIONS 4. 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. Carlsbad OO-2874 08/14/00 • FIRE PROTECTION 5. Show locations of permanently wired smoke detectors with battery backup: a) In rooms adjacent to hallways serving bedrooms, when such rooms have a ceiling height 24 inches or more above the ceiling height in the hallway. Entry. • GENERAL RESIDENTIAL REQUIREMENTS 6. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Windows where the bottom exposed edge of the glazing is less than 60 inches above a standing surface and drain inlet. The other 4' 6" window in master bath • FOUNDATION REQUIREMENTS 7. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 1804. 8. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this value in the soils report and on the plans. Section 1629.4.2. 9. Investigate the potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. Section 1804.5 10. If applies expand note on sheet S-1 to include: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 12. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Section 1806.6. See pool equipment room for example. Recheck all locations. Could not locate shear schedule on the plans. Carlsbad 00-2874 08/14/OO • FRAMING 13. Show or note fire stops at the following locations per Section 708.2.1: a) In concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals both vertical and horizontal; b) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings; c) In concealed spaces between stair stringers at the top and bottom of the run and between studs along and inline with the run of stairs if the walls under the stairs are unfinished; d) In openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. e) At openings between attic spaces and chimney chases for factory-built chimneys. 14. Per UBC Section 2321.4, provide the following note on the plans if trusses are used: "Each truss shall be legibly branded, marked or otherwise have permanently affixed thereto the following information located within 2 feet of the center of the span on the face of the bottom chord: a) Identity of the company manufacturing the truss. b) The design load. c) The spacing of the trusses." 15. Specify nail size and spacing for all shear walls and shear transfer schedule. 16. In Seismic Zone 4, aspect ratios are limited to 2:1 for wood shear panels. Table 23-ll-G. See i.e. 4 ft panel on line 1 on S-4. 17. In Seismic Zones 3 and 4, where allowable shear values exceed 350 plf in wood structural panel shear walls, foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3" nominal member. In shear walls where the total wall design shear does not exceed 600 plf, a single 2" nominal sill plate may be used, provided the anchor bolts are designed for a load capacity of 50% or less of the allowable capacity. Table 23-11-1-1 .footnote 3. 18. All structural steel must be fabricated in an ICBO or City of S.D. licensed fabricator shop per UBC 2203. 19. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting 1" minimum above floors, unless approved wood of natural resistance to decay or treated wood is used or note CBS's instead of CB's for detail 52/SD3. Carlsbad 00-2874 08/14/00 20. Identify the beam numbers on the plans. Will recheck vertical when this is completed. 21. Show on the plans all structural requirements developed in the structural calculations. Section 106.3.3. The plans need to be stamped and signed by engineer of record showing they reviewed for compliance with recommendations. For example a) Missing 4 ft of shear on line 1 on sheet A-4. b) The floor to floor ties could not be located for many of the shear panels. Reference detail at appropriate locations. c) On line 3 on sheet A-4 detail 8/SD1 does not reference which drag strap to use. d) Should show bnd. nailing at trusses using for drag. e) The roof framing plan does not reflect the tower framing. f) Could not locate the drag design for line 8 for example i.e. 22 nails per top plate splice. 22. Specify base plate thickness for detail SD3 and tensile strength of electrodes using. 23. How are deck loads and pool equipment lateral loads distributed in the top to bottom( tranverse) direction at the right side. • MECHANICAL (UNIFORM MECHANICAL CODE) 24. Note if pool heater is to be installed inside pool equipment room. If so note the BTU's of heater. If more than 400,000 BTU's then a 1 hr separation is required between equipment room and bath 4 and this must be detailed. 25. Note or show that laundry rooms requires 100 sg inches of make up air. UMC 908.2. • PLUMBING (UNIFORM PLUMBING CODE) 26. Show T and P valve on water heater and show route of discharge line to exterior. UPC, Section 608.5. • ELECTRICAL (NATIONAL ELECTRICAL CODE) 27. Note on the plans that bathroom receptacle outlets shall be supplied by a minimum of one 20-ampere branch circuit. Such circuits shall have no other outlets. This circuit may serve more than one bathroom. NEC Art. 210-52(d). Carlsbad OO-2874 08/14/00 CITY OF CARLSBAD REQUIREMENTS 28. 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. • 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 Ray Fuller at Esgil Corporation. Thank you. Carlsbad OO-2874 O8/14/OO SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION^ 9*\ \ & PLAN CHECK NUMBER: CO"9-8"14- OWNER'S NAME: ~E?M 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 tb.e site list^d-ebpve. 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. Signed 1. List of work requiring special inspection: Soils Compliance Prior to Foundation Inspection Structural Concrete Over 2500 PS I Prestressed Concrete Structural Masonry Designer Specified Field Welding High Strength Boltrrrg^ Expansion/Epoxy Anchors Sprayed-On Fireproofing Other 2. Name(s) of individuai(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.AT B. C. Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site. Carlsbad OO-2874 08/14/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Ray Fuller BUILDING ADDRESS: 291O Capazo Court BUILDING OCCUPANCY: R3 Ul PLAN CHECK NO.: 00-2874 DATE: 08/14/00 TYPE OF CONSTRUCTION: VN BUILDING PORTION Dwelling Garage Deck Air Conditioning Fire Sprinklers TOTAL VALUE BUILDING AREA (Sq.Ft.) 4383 674 510 4383 VALUATION MULTIPLIER 82.00 23.00 12.00 3.00 VALUE ($) 359,406 15,502 6,120 13,149 394,177 Q 199 UBC Building Permit Fee ^ Bldg. Permit Fee by ordinance: $ 1653.58 Q 199 UBC Plan Check Fee ^ Plan Check Fee by ordinance: $ 1074.83 Type of Review: ^ Complete Review Q Structural Only Q Hourly Q Repetitive Fee Applicable Q Other: Esgil Plan Review Fee: $ 859.86 Comments: Sheet 1 of 1 macvalue.doc 5100 BUILDING PLANCHECK CHECKLIST DATE: BUILDING A-6DR^SS: PROJECT DESCRIPTION: ASSESSOR'S PARCEL NUMBER: fj/5 " PLANCHECK NO.: CB 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: DENIAL Please see the, attached report of deficiencies marked wither Make necessary corrections to plans or specifications for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: / - *^i^7\j^ jfl Date: // Date: ••<,•—",>•• • '"/'•' ' "- ; FOR OFFICIAL. USE ONI* ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT, Date: Dedication Application Dedication Checklist Improvement Application Improvement Checklist Future Improvement Agreement Grading Permit Application Grading Submittal Checklist Right-of-Way Permit Application Right-of-Way Permit Submittal Checklist and Information Sheet Sewer Fee Information Sheet ENGINEERING DEPT. CONTACT PERSON Name: JOANNE JUCHNIEWICZ City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2775 CFD INFORMATION Parcel Map No: Lots: Recordation: Carlsbad Tract: A-4 H:\WOROMXJCSVDHKLSTBUBIno Ptandwck CUM Forni (Genetfc).doc BUILDING PLANCHECK CHECKLIST SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures ^u) Existing Street Improvements D. Property Lines . Easements Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service J. Existing or proposed irrigation service Show on site plan: A.' ^Drainage Patterns -* ^r^ S &e$- 6XaiJ«5jjyt?^s &-\&^-t* <^-^s^<^ \ 1. Building pad surface drainage must maintain a minimum slofre of one ccis o percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum'positive , i_ , drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography ze, type, location, alignment of existing or proposed sewer and water service s) that serves the project. Each unit requires a separate service, however, s/0^T>econd dwelling units and apartment complexes are an exception. ua. Sewer and water laterals should not be located within proposed driveway^*, plT"5" l/^ standards. 3. Include on title sheet: A. Site address Q£) Assessor's Parcel Number "S Legal Description —iS 5-?y 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:\WORDOOCSCHKLST\Bultllng Ptanche* CWrt Focm (Generic).**:Rev. 7/14100 BUILDING PLANCHECK CHECKLIST 2ND 3RD DISCRETIONARY APPROVAL COMPLIANCE (___] [___] 4a. Project does not comply with the following Engineering Conditions of approval for Project No. [__] [__] L~H 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ , 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 Vi" 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 $ , 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 H:\WOROU3OCSVCHKLST\BuUng PUncheck CUM Fonn (Genertc).(toc BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD D CH 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: ED CD CD 6b. Construction of the public improvements may be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee of $ so we may prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Future Improvement Agreement. Please return agreement signed and notarized to the Engineering Department. Future Improvement Agreement completed by: Date: EH D 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 1.06.030 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities (cut, fill import, export). n 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. Grading Inspector sign off by: Date: ED D D 7c- Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) H:\WORD\DOCSO»O5TlB<«d^Ptonctie<*CklstFomi(G«nerk:).()oc A Rev.7/HA» BUILDING PLANCHECK CHECKLIST A ST OND 3RD n D d 7d .No Grading Permit required. O [D CH 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-Wav 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: ^P n 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: n 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. n 11. Q^Required fees are attached Q No fees required WATER METER REVIEW Q 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. ttVWOROeoCSVCHKLSTOiJMng Planctuck CHtt Form (Generic).doc 1ST oND 3RD D D 12b. BUILDING PLANCHECK CHECKLIST • 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). 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 T, and potable water is typically a circled "W". The irrigation service should look like: C STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) 2. 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 3. In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water H:\WORD\DOCS\CHKLSTBuidlno PtancMck Ckkt Form (G«neric)Jloc 6 BUILDING PLANCHECK CHECKLIST 2ND 3RD service boundary, the City intends on switching these irrigation services/meters to a new recycled water line in the future. Q Q 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: H:\WOra>«OCS\CHKLST«ukllngPl9nclwckCliMFonii(Q«n«lc).doc -7 RM.7/14JDO ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D Estimate based on unconfirmed information from applicant. \3r Calculation based on building plancheck plan submittal. Address:CJ-Bldg. Permit No. Prepared by: t^O EDU CALCULATIONS: CT^1 C.Types of Use: O U" Types of Use: APT CALCULATIONS: Types of Use: cSP Types of Use: FEES REQUIRED: Date: ^/vA'ZQ Checked by: / f List types and square footages for all uses. -Pv Sq. Ft./Units: Sq. Ft./Units: List types and square footages for all uses. '-&^ Sq. Ft./Units: Sq. Ft./Units: Date: EDU's: ( EDU's: ADT's: ( ADT's: WITHIN CFD: D YES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)trtfo . PARK-IN-LIEU FEE FEE/UNIT: PARK AREA & #: X NO. UNITS:= $ . TRAFFIC IMPACT FEE ADT's/UNITS: S 3. BRIDGE AND THOROUGHFARE FEE (DIST. #1 ADT's/UNITS: j X (\ DIST. #2 DIST. #3 = $ 4. FACILITIES MANAGEMENT FEE UNIT/SQ.FT.: / 5. SEWER FEE EDU's: BENEFIT AREA: EDU's: ZONE:_ X TBQ.FT./UNIT: X FEE/EDU:= $ X FEE/EDU:= $ . SEWER LATERAL ($2,500) . DRAINAGE FEES PLDA Q : ACRES: r oLQ. 8. POTABLE WATER FEES UNITS CODE CONNECTION FEE HIGH /LOW_ fi.iy METER FEE SDCWA FEE IRRIGATION Iof2 WonnDoccVMMonm\FM CakubUan WoriahMt Rev. 7/14/00 ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET D 9. RECLAIMED WATER FEES UNITS CODE CONNECTION FEE TOTAL OF ABOVE FEES*: $ *NOTE: This calculation sheet is NOT a complete list of all fees which may be due. Dedications and Improvements may also be required with Building Permits. 2 of 2 Word\Doc*\MI*fonm\F»« Calculation WorkihMt Rev. 7/14/00 t { 574 577 Ge&ime »39.95 QQG&me/£. CACATUA COURT NOTE '"'-60' 'X PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST oo CD Io cDo- Plan Check No. CB Address Capa~LO Planner Paul Godwin Phone (760) 602-4625 S Type of Project & Use: Mem SFK Net Project Density: DU/AC Zoning: ftv"l General Plan: (\L PT\ Facilities Management Zone: P Remaining net dev acres:CFD fin/nut) Circle One .Date of participation: (For non-residential development: Type of land used created by this permit: } I i i D Legend: Environmental Review Required: DATE OF COMPLETION: Item Complete | | Item Incomplete - Needs your action YES NO A TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: D D Discretionary Action Required: APPROVAL/RESO. NO. PROJECT NO. YES NO X TYPE DATE OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: I I |~~| Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES CA Coastal Commission Authority? NO•X. YES _ NO _ If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite 200, San Diego CA 92108-1725; (619) 521-8036 Determine status (Coastal Permit Required or Exempt): _ Coastal Permit Determination Form already completed? If NO, complete Coastal Permit Determination Form now. Coastal Permit Determination Log #: _^_^^_ YES NO Folio w-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\BldgP1nchkRevChklst I I I I Inclusionary Housing Fee required: YES \ NO (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES /\ NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Site Plan: Q HH 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. I I I I 2. Provide legal description of property and assessor's parcel number. Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Required 0.0 Required 5' Required — Required \0' !^ Accessory structure setbacks: Required Interior Side: Street Side: Required _ Rear: Required Structure separation: Required D 3. Lot Coverage: D 4. Height: Required — Required £• Shown Q.O © Shown £' Shown 2_ Shown |£ Shown Shown Shown Shown Shown 5 \ I | I I 5. Parking: Spaces Required Guest Spaces Required I I I I Additional CommentsGL oC . (-k;din4 gi«< Shown Shown O OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER H:\ADMIN\COUNTER\BldgPlnchkRevChklst CD DATE 4. HEIGHT DEFINITION FILL PAD (SITE) ROBERT H. PARLEE SHT. F-l CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/31/2000 PAD FOOTING DESIGN: FOOTING NO. PI SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 18500.00 Ib. Area Required A = 1.15 x P/(S.P.) = 21.27 ft. Square Root = 4.61 ft. USE 4' 7" SQ. PAD FOOTING 18" INTO NAT. GRADE. A = 21.27 REINFORCMENT REQUIRED w = P/A a = 1.44 d = 14.50 in. AREA OF STEEL = w(L - C)A2/8ad = 0.09 sq. in. per ft. USE NO. 4 BARS AT 18 IN. O/C, EACH WAY. ROBERT H. PARLEE SHT. F-3 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/31/2000 PAD FOOTING DESIGN: FOOTING NO. P3 SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 12000.00 Ib. Area Required A = 1.15 x P/(S.P.) = 13.80 ft. Square Root = 3.71 ft. USE 3' 9" SQ. PAD FOOTING 18" INTO NAT. GRADE. A =13.80 REINFORCMENT REQUIRED w = P/A a = 1.44 d = 14.50 in. AREA OF STEEL = w(L - C)"2/8ad = 0.05 sq. in. per ft. USE NO. 4 BARS AT 18 IN. O/C, EACH WAY. ROBERT H. PARLEE SHT. F-2 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/31/2000 PAD FOOTING DESIGN: FOOTING NO. P2 SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 16500.00 Ib. Area Required A = 1.15 x P/(S.P.) = 18.97 ft. Square Root = 4.36 ft. USE 4' 4" SQ. PAD FOOTING 18" INTO NAT. GRADE. A =18.97 REINFORCMENT REQUIRED w = P/A a = 1.44 d = 14.50 in. AREA OF STEEL = w(L - C)A2/8ad = 0.08 sq. in. per ft. USE NO. 4 BARS AT 18 IN. O/C, EACH WAY. ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/31/2000 PAD FOOTING DESIGN: SHT. F-4 CE 10146 FOOTING NO. P4 SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 8000.00 Ib. Area Required A = 1.15 x P/(S.P.) = 9.20 ft. Square Root = 3.03 ft. USE A SQ. PAD FOOTING 18" INTO NAT. GRADE. 9.20 NO REINFORCMENT REQUIRED FOR 18" MIN. THICKNESS FTG. ROBERT H. PARLEE SHT. F-5 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/31/2000 PAD FOOTING DESIGN: FOOTING NO. SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 5000.00 Ib. Area Required A = 1.15 x P/(S.P.) = 5.75 ft. Square Root = 2.40 ft. USE 2' 5" SQ. PAD FOOTING 18" INTO NAT. GRADE. A = 5.75 NO REINFORCMENT REQUIRED FOR 18" MIN. THICKNESS FTG. PARLEE ENGINEERING 5943 E. Naples plaza dr. LONG BEACH, CA 90803 PH. (562) 433 - 8882 FAX . (562) 433 - 1306 JOB NO. HO-143-CAR.JOP DATE: 07/05/2000 PROJECT: SINGLE FAMILY RESIDENCE DESIGNER: JEPDESIGN DR4FTING OWNER TOM AND NANCI CARLIN JOB ADDRESS: CAPAZO COURT CARISBAD, CA PARLEE ENGINEERING ROBERT H. PARLEE SHT. 5943 EAST NAPLES PLAZA LONG BEACH, CA 90803 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEPDESIGN DRAFTING 6/14/2000 CE 10146 PH. 562 433-8882 FAX 562 433-1306 DATE: JOB: HO-143 CAR.JOP TILE ROOF: Tile Sheathing Roof joists Drywall ceiling Ceiling joists Misc. Dead Load Live Load 10.0 2.0 2.5 2.0 2.5 1.0 20.0 psf 16.0 psf Min pitch = 4 in 12 Total Load 36.0 psf WOOD FLOOR: Floor finish 1.0 Sheathing 2.2 Floor joists 3.0 Ceiling 2.0 Misc. 1.8 Dead Load Live Load DECK (BALCONY): Deck finish Sheathing Deck joists Soffit Dead Load Live Load 10.0 psf 40.0 psf Total Load 50.0 psf 9.0 2.0 3.0 7.0 21.0 psf 60.0 psf private & 100 psf public Total Load 81.0 psf private & 121 psf public DESIGN STRESSES; DOUGLAS FIR-LARCH: 1997 U.B.C. Joists & Planks NO. 1 & Better NO. 1 D.F. NO. 2 D.F. 2" to 4"thick 2" wide and wider f = 1150 psi H = 95 psi E = 1800 ksi f = 1000 psi H = 95 psi E = 1700 ksi f = 875 psi H = 95 psi E = 1600 ksi Beams and stringers 6" min. thickness or width NO. 1 D.F. f = 1350 psi H = 85 psi E = 1600 ksi ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 6/14/2000 BEAM DESIGN BEAM NO. 1 SHT. 1A CE 10146 L = 5.00 LR = 1350. # LL = 600. # UNIFORM LOADS: SPAN L ROOF 540 FLOOR 0 WALL 0 DECK 0 BEAM 0 LOAD Wl =540 RR = 1350. # LL = 600. # L.L. (plf) Wl = 240 CONCENTRATED LOADS: SPAN ROOF L 0 FLOOR WALL DECK BEAM LOAD (lb.) L.L. 0 0 0 OP1= 0 0 MOMENTS: MAX. MID SPAN MOM. (M) = 1688. MAX. MID SPAN L.L. MOM. (M1) = 750. MAX. SHEAR (V) = 1350. DISTANCE BM. REF, Al = 0.0 ft # @ 2.5 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L1 = CLEAR SPAN C AREA REQUIRED d = 0.83 ft. A BEARING AREA REQUIRED B B 875. psi MX12/FC 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 H = 95. psi = 23.16 in. cu. = 1600.00 ksi = 17.73 in. 4th = 11.82 in. 4th = 14.21 sq. in. = 2.16 sq. in. = 2.16 sq. in. USE 4 x 10 NO. 2 DOUGLAS FIR-LARCH S = 49.9 I = 230.8 A = 32.4 ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 6/14/2000 BEAM DESIGN BEAM NO. 2 SHT. 2 CE 10146 L = 5.00 LR = 1121. # LL = 696. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 0 DECK 0 BEAM 10 LOAD Wl = CONCENTRATED LOADS; SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb.) L 0 OOOOP1= 2200 (Plf) 10 RR = 2209. # LL = 1371. # L.L. (plf) w'l = 0 L.L. DISTANCE BM. REF. 1467 Al = 3.0 PATCH LOADS ; SPAN ROOF FLOOR WALL DECK BEAM LOAD (plf) L 540 0 0 0 0 zl = 540 MOMENTS: MAX. MID SPAN MOM. MAX. MID SPAN L.L. MAX. SHEAR MOM. (M) =3297. '# 2046. '# 2209. '# L.L. 240 wA 540 wB 540 A 3.0 B 5.0 @ 3.0 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L1 = CLEAR SPAN C AREA REQUIRED d = 1.00 ft. A BEARING AREA REQUIRED B B 875. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/HC LR/625 RR/625 95. psi 45.22 in. cu. 1600.00 ksi 34.62 in. 4th 32.23 in. 4th 34.72 sq. in. 1.79 sq. in. 3.53 sq. in. USE 4 x 12 NO. 2 DOUGLAS FIR-LARCH S = 73.8 I = 415.3 A = 39.4 ROBERT H. PARLEE CIVIL ENGINEER SHT. 3 CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 6/14/2000 BEAM DESIGN BEAM NO. 3 LR = LL = L = 9.50 199. * 0. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 30 DECK 0 CONCENTRATED LOADS: BEAM 12 LOAD Wl =42 RR = LL = L.L. W'l 199. # 0. # SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb.) L.L. L 0 0000 PI =0 0 MOMENTS: MAX. MID SPAN MOM. MAX. SHEAR (M) = (V) = WOOD BEAM: SECTION MODULUS REQUIRED MOMENT OF INERTIA REQUIRED L/240 MAX. TL. MOM. L/360 MAX. LL. MOM. (Plaster) L' = CLEAR SPAN AREA REQUIRED d = 0.50 ft. BEARING AREA REQUIRED F S E I I c A B B 475. 199. '# '# DISTANCE BM. REF. Al = 0.0 @ 4.8 FT. FROM LR 875. psi MX12/FC 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 H = 95. psi = 6.52 in. cu. = 1600.00 ksi = 9.80 in. 4th = 0.00 in. 4th = 2.82 sq. in. = 0.32 sq. in. = 0.32 sq. in. USE 4 X 6 NO. 2 DOUGLAS FIR-LARCH S = 17.6 I = 48.5 A = 19.2 ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 6/14/2000 BEAM DESIGN BEAM NO. 4 SHT. 4 CE 10146 L = 5.00 LR = 630. # LL = 280. # UNIFORM LOADS: SPAN L ROOF 252 FLOOR 0 WALL 0 DECK 0 CONCENTRATED LOADS: BEAM 0 LOAD Wl = RR = 630. # LL = 280. # (plf) L.L. (plf) 252 w'l = 112 SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb.) L.L. L 0 0000 PI =0 0 MOMENTS: MAX. MID SPAN MOM. (M) = MAX. MID SPAN L.L. MOM. (M1) = MAX. SHEAR (V) = WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN C AREA REQUIRED d = 0.67 ft. A BEARING AREA REQUIRED B B 789. '# 351. '# 630. '# DISTANCE BM. REF, Al = 0.0 @ 2.5 FT. FROM LR 875. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 95. psi 10.82 in. cu. 1600.00 ksi 8.28 in. 4th 5.52 in. 4th 7.29 sq. in. 1.01 sq. in. 1.01 sq. in. USE 4 X 8 NO. 2 DOUGLAS FIR-LARCH S = 30.7 I = 111.1 A = 25.4 ROBERT H. PARLEE CIVIL ENGINEER SHT. 4A CE 10146 BEAM DESIGN BEAM NO. 4A L = 4.00 LR = 631. # LL = 410. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 45 DECK 0 CONCENTRATED LOADS: BEAM 0 LOAD Wl =45 RR = 1279. # LL = 831. # L.L. (plf) Wl = 0 SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb.) L.L. L 0 OOOOP1= 1730 1153 MOMENTS: MAX. MID SPAN MOM. (M) = 1553. '# MAX. MID SPAN L.L. MOM. (M1) = 1009. '# MAX. SHEAR (V) = 1279. '# DISTANCE BM. REF. Al = 2.8 @ 2.8 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN C AREA REQUIRED d = 0.83 ft. A BEARING AREA REQUIRED B B 875. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 USE 4 X 10 NO. 2 DOUGLAS FIR-LARCH S = 49.9 I = 230.8 A = 32.4 95. psi 21.30 in. cu. 1600.00 ksi 12.81 in. 4th 12.49 in. 4th 19.61 sq. in. 1.01 sq. in. 2.05 sq. in. ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 6/14/2000 BEAM DESIGN BEAM NO. 5 SHT. 5 CE 10146 L = 8.00' LR = 2305. # LL = 213. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 35 WALL 30 DECK 174 BEAM 0 CONCENTRATED LOADS: LOAD wl =239 RR = 2305. # LL = 213. # L.L. (plf) Wl « 147 SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb. ) L 0 OOOOP1= 1350 L 0 OOOOP2= 1350 MOMENTS: MAX. MID SPAN MOM. MAX. MID SPAN L.L. MAX. SHEAR MOM. (M) (M1) (V) WOOD BEAM: SECTION MODULUS REQUIRED MOMENT OF INERTIA REQUIRED L/240 MAX. TL. MOM. L/360 MAX. LL. MOM. (Plaster) L' = CLEAR SPAN AREA REQUIRED d = 1.00 ft. BEARING AREA REQUIRED 3991. 369. 2305. '# '# '# L.L. DISTANCE BM. REF. 900 Al = 1.5 1 0 A2 = 6.5 1 @ 4.0 FT. FROM LR F = 875. psi H S = MX12/FC E I = 3.6ML'/E I = 5.4M'L'/E c =1.00 (coef.) A a (V-dw)xl.5/Hc B = LR/625 B = RR/625 USE 4 x 12 NO. 2 DOUGLAS FIR-LARCH S = 73.8 I = 415.3 A = 39.4 95. psi 54.73 in. cu. 1600.00 ksi 68.85 in. 4th 9.54 in. 4th 32.63 sq. in. 3.69 sq. in. 3.69 sq. in. PARALLAM BEAM NO. 6 3.5" x 14" 2.0E Parallam® PSL SHT.6 TJ-Beam™ vS.45 Serial Number: 7000014069 REA^USA 1111 7/2/00 1:40:05 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -1——- L -13' 6" LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: / TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(psf) Floor(LOO) 400 120 0 to 13'6" Adds to Uniform(psf) Floor(LOO) 30 15 0 to 13'6" Adds to SUPPORTS: 1 Column 2 Column INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 5.25" 4" LeftFace 4230/1516/5746 Detail A3 1.25"LSLRim 5.25" 4" Right Face 4230/1516/5746 Detail A3 1.25"LSLRim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 5480 4381 9473 Passed(46%) Moment(ft-lb) 17639 17639 27161 Passed(65%) Live Defl.(in) 0.273 0.429 Passed(L/567) Total Defl.(in) 0.370 0.644 Passed(L/417) LOCATION Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - Bracing(Lu): Ail 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright O 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/2/2000 BEAM DESIGN BEAM NO. 7 SHT. 7 CE 10146 L = 13.00' LR = 1709. # LL = 910. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 60 DECK 203 BEAM 0 CONCENTRATED LOADS: LOAD wl =263 RR = 1709. # LL = 910. # L.L. (plf) w'l = 140 SPAN ROOF FLOOR WALL DECK BEAM LOAD (Ib.) L.L. L 0 0000 PI =0 0 MOMENTS: MAX. MID SPAN MOM. (M) = 5557. '# MAX. MID SPAN L.L. MOM. (M1) = 2958. '# MAX. SHEAR (V) = 1709. '# DISTANCE BM. REF. Al = 0.0 @ 6.5 FT. FROM LR WOOD BEAM: F = SECTION MODULUS REQUIRED S = MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I = L/360 MAX. LL. MOM. (Plaster) I = L' = CLEAR SPAN C = AREA REQUIRED d = 1.00 ft. A = BEARING AREA REQUIRED B = B = USE 6 x 12 NO. 1 DOUGLAS FIR-LARCH S = 121.2 I = 697.1 A = 63.2 1350. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 85. psi 49.40 in. cu. 1600.00 ksi 158.38 in. 4th 126.46 in. 4th 25.53 sq. in. 2.74 sq. in. 2.74 sq. in. PARALLAM BEAM NO. 8 SHT.8 3.5" x 14" 2.0E Parallam® PSLTJ-Beam™ v5.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 1:44:02 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE Point(lbs.) Uniform(psf) Uniform(psf) Uniform(psf) CLASS Floor(I.OO) Floor(LOO) Floor(LOO) Floor(LOO) LIVE 0 149 553 300 DEAD 1350 36 347 240 LOCATION r 0 to 7' 3" 0 to 7' 3" 0 to 7' 3" APPLICATION Adds to Adds to Adds to Adds to COMMENT BM.1 BALCONY FLOOR SUPPORTS: 1 Column 2 Column INPUT WIDTH 5.50" 5.50" BEARING LENGTH 4.25" 4.25" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/DEAD/TOTAL DETAIL OTHER 5036 / 4386 / 9423 Detail A3 1.25" LSL Rim 5036/3310/8346 Detail A3 1.25" LSL Rim DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 8668 4666 9473 Passed(49%) Moment(ft-lb) 12723 12723 27161 Passed(47%) Live Defl.(in) 0.054 0.219 Passed(L/999+) Total Defl.(in) 0.092 0.329 Passed(L/856) LOCATION Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NAUEP.H0143\8M S.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. PARALLAM BEAM NO. 8 TJ-Beam™ V5.45 Serial Number: 7000014069 BEXMUSA 6/14/00 7:56:14 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 7" 1.8E Parallam® PSL Column Beam Thickness ^ Effective Length Column Thickness Center of Load Required Bearing Length for Beam Column Width EccT EccW W Minimum eccentricities. May be greater - See below. Effective Length: 10'-0"ColumnSize (Thick, x Width)?" x 3.5" LOADS: Analysis for Column Member supporting the following total loads(lb). Compression: 9502 Roof(1.25); 9501 Floor(LOO); 9500 Dead. DESIGN CONTROLS: Compression(lb) Design Control Class LDF 9502 10898 Passed Roof 1.25 ADDITIONAL INFORMATION: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. - Supported member thickness is 3.5" and required bearing length is 3.6". - Required bearing length is based on 750psi bearing and the full thickness of the supported member. - WARNING: The column at Point 1 does not provide sufficient bearing length. Column caps or other appropriate details are required. - Capacity shown has been reduced to allow for some limited eccentricity. Capacity is based on the worst case of the following eccentric conditions: 8.33% of column thickness (1st dimension) or 16.66% of column width. - No side loads or other bending loads were applied. For side loads or columns subject to side sway, a more complex analysis is required and columns sizes may need to be larger than those shown. - Columns shown must be one solid piece, i.e. no nail laminating. - Calculations are based on NDS'91 using material with a low (<11%) coefficient of variation in MOE. Analysis is suitable for use in the United States. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright ffl 2000 by Trus Joist, A Weyerhaeuser Business. TJ-Beam™ Is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NAVIEP.H0143\BM B.bm ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/2/2000 SHT. 9 CE 10146 BEAM DESIGN BEAM NO. 9 L = 8.00' LR = 928. # LL = 640. ft UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 0 DECK 232 BEAM 0 LOAD wl = (plf) 232 CONCENTRATED LOADS; SPAN ROOF FLOOR WALL DECK BEAM LOAD (Ib. ) L 0 0000 PI =0 MOMENTS: MAX. MID SPAN MOM. (M) = 1857. MAX. MID SPAN L.L. MOM. (M1) = 1281. MAX. SHEAR (V) = 928. RR LL L.L. W'l 928. # 640. # (Plf) 160 L.L. DISTANCE BM. REF, 0 Al = 0.0 # # 'ft @ 4.0 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L1 = CLEAR SPAN C AREA REQUIRED d = 0.83 ft. A BEARING AREA REQUIRED B B 1200. psi H MX12/FC 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 85. psi 18.57 in. cu. 1600.00 ksi 32.04 in. 4th 33.14 in. 4th 12.96 sq. in. 1.48 sq. in. 1.48 sq. in. USE 6 X 10 NO. 1 DOUGLAS FIR-LARCH S = 82.7 I = 393.0 A = 52.2 ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/2/2000 SHT. 10 CE 10146 BEAM DESIGN BEAM NO. 10 L = 12.00' LR = 2175. # LL = 1441. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 0 CONCENTRATED LOADS: DECK 0 BEAM 14 LOAD Wl =14 RR = 1366. # LL = 905. # L.L. (plf) w'l = 0 SPAN ROOF FLOOR WALL DECK L 0 0 0 0 PATCH LOADS: BEAM LOAD (lb.) 0 Pi = 1807 L.L. DISTANCE BM. REF. 1205 Al = 5.0 SPAN ROOF FLOOR WALL DECK BEAM LOAD (plf) L 0 0 0 232 0 zl = 232 L 0 0 0 58 0 z2 = 58 MOMENTS : MAX. MID SPAN MOM. (M) = 7763. MAX. MID SPAN L.L. MOM. (M1 ) = 5142. MAX. SHEAR (V) = 2175. '# '# '# L.L. wA WB A 160 232 232 0.0 40 58 58 5.0 5.0 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN c AREA REQUIRED d = 1.00 ft. A BEARING AREA REQUIRED B B 1350. psi Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 B 5.0 12.0 H = 85. psi = 69.00 in. cu. = 1600.00 ksi = 203.77 in. 4th = 202.47 in. 4th = 38.13 sq. in. = 3.48 sq. in. = 2.19 sq. in. USE 6 X 12 NO. 1 DOUGLAS FIR-LARCH S = 121.2 I = 697.1 A = 63.2 PARALLAM BEAM NO. 1 1 SHT.11 5.25" x 14" 2.0E Parallam® PSLTJ-Beam™ V5.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 4:59:02 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED J,. L 17'— O LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION Point(lbs.) Floor(LOO) 0 1990 5' Adds to Uniform(psf) Floor(LOO) 0 135 0 to 5' Adds to Uniform(psf) Floor(I.OO) 140 112 5' to 17' 6" Adds to COMMENT SUPPORTS: 1 2x4 Plate 2 Parallam® PSL, PPCB INPUT WIDTH 3.50" 3.50" BEARING LENGTH 2.25" Hanger JUSTIFICATION Left Face Right Face REACTIONS(lbs.) LIVE/DEAD/TOTAL 1280/3310/4589 1987/2362/4350 DETAIL Detail A3 Detail H1 OTHER 1.25"LSLRim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3, H1. HANGERS: Simpson Strong-Tie Connectors® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Right Face HHUS5.50/10 No No N/A N/A 30-16D N/A 10-16D - Multiple plies of 1.75" Parallam® PSL may result in lower hanger capacity. See Hanger Manufacturer's literature for limitations. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 4542 4173 14210 Passed(29%) Moment(ft-lb) 20168 20168 40742 Passed(50%) Live Defl.(in) 0.175 0.568 Passed(L/999+) Total Defl.(in) 0.470 0.852 Passed(L/435) LOCATION Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN Copyright © 2000 by Trus Joist. A Weyerhaeuser Business. Simpson Strong-Tie Connectors® is a registered trademark of Simpson Strong-Tie Company, Inc. C:\TJBEAM\NAUEP.H0143\BM 11. bm OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. Parallam® Is a registered trademark of Trus Joist. PARALLAM BEAM NO. 12 SHT.12 5.25" x 14" 2.0E Parallam® PSLTa-Beam™ v5.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 5:01:21 PM Page 1 of 1 Build Code: 124 _ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I m Ql fi« „ i~ 3 v LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00) 0 4600 2'3" Adds to Uniform(psf) Floor(LOO) 0 908 Oto9'6" Adds to Uniform(psf) Floor(lOO) 160 50 0 to 9'6" Adds to SUPPORTS: 1 Column 2 Column INPUT WIDTH 5.25" 5.25" BEARING LENGTH 4" 4" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/ DEAD/ TOTAL 1267/9912/11178 1267/7320/8587 DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 10679 7779 12789 Passed(61%) Moment(ft-lb) 20489 20489 40742 Passed(50%) Live Defl.(in) 0.020 0.296 Passed(L/999+) Total Defl.(in) 0.154 0.444 Passed(L/690) LOCATION Lt. end Span 1 under Dead load MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143\BM 12.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 7/2/2000 BEAM DESIGN BEAM NO. 13 SHT. 13 CE 10146 SPAN L ROOF 0 L = 5.00 LR = 1245. # LL = 927. # UNIFORM LOADS: FLOOR 468 WALL 0 DECK 0 CONCENTRATED LOADS: BEAM 0 LOAD Wl =468 RR LL L.L. Wl 1245. # 927. # (Plf) 360 SPAN ROOF FLOOR WALL DECK BEAM LOAD (lb. ) L.L. L 0 OOOOP1= 150 100 MOMENTS: MAX. MID SPAN MOM. (M) = 1648. '# MAX. MID SPAN L.L. MOM. (M1) = 1227. '# MAX. SHEAR (V) = 1245. '# DISTANCE BM. REF. Al = 2.5 @ 2.5 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN C AREA REQUIRED d = 0.83 ft. A BEARING AREA REQUIRED B B 875. psi H Mxl2/Fc 3.6ML1/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 95. psi 22.60 in. cu. 1600.00 ksi 17.30 in. 4th 19.32 in. 4th 13.50 sq. in. 1.99 sq. in. 1.99 sq. in. USE 4 X 10 NO. 2 DOUGLAS FIR-LARCH S = 49.9 I = 230.8 A = 32.4 T^-Beam™ V5.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 5:26:39 PM Page 1 of 1 Build Code: 124 PARALLAM BEAM NO. 14 3.5" x 14" 2.0E Parallam® PSL SHT.14 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ~ 9' 6" LOADS: Product Diagram is Conceptual. Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: COMMENTTYPE Point(lbs.) Uniform(psf) Uniform(psf) Uniform(psf) CLASS Floor(LOO) Floor(LOO) F!oor(1.00) Floor(LOO) LIVE 0 0 0 40 DEAD 5200 135 579 18 LOCATION 3' Oto4' 0 to 9' 6" 0 to 9' 6" APPLICATION Adds to Adds to Adds to Adds to SUPPORTS: 1 Column 2 Column INPUT WIDTH 5.25" 5.25" BEARING LENGTH 4" 4" JUSTIFICATION Left Face Right Face REACTIONS(lbs.) LIVE/ DEAD/ TOTAL 507 / 8200 / 8707 507/5705/6212 DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 8355 6563 8526 Passed(77%) Moment(ft-lb) 18389 17496 24445 Passed(72%) Live Defl.(in) 0.012 0.296 Passed(L/999+) Total Defl. (in) 0.195 0.444 Passed(L/547) LOCATION Lt. end Span 1 under Dead load MID Span 1 under Dead load MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\TJ8EAMVNAUEP.H0143\BM14.bm PARALLAM BEAM NO. 14 TJ-Beam™ v5.45 Serial Number: 7000014069 7" 1 .8E PaFallam® PSL Column B5AMUSA 6/15/00 5:57:39 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Beam Thickness „ Center of Load ! x'j | Required Bearing Effective Length j i ' Length for Beam EccT EccW ,/"-' w Column Thickness ^J' Column Width Minimum eccentricities.May be greater - Sea below. Effective Length: 1Q'-0" ColumnSIze (Thick, x Width)7" x 3.5" LOADS: Analysis for Column Member supporting the following total loads(lb). Compression: 9596 Roof(1.25); 9595 Floor(I.OO); 9594 Dead. DESIGN CONTROLS: Design Control Class LDF Compression(lb) 9596 10898 Passed Roof 1.25 ADDITIONAL INFORMATION: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. - Supported member thickness is 5.25" and required bearing length is 2.4". - Required bearing length is based on 750psi bearing and the full thickness of the supported member. - Capacity shown has been reduced to allow for some limited eccentricity. Capacity is based on the worst case of the following eccentric conditions: 8.33% of column thickness (1st dimension) or 16.66% of column width. - No side loads or other bending loads were applied. For side loads or columns subject to side sway, a more complex analysis is required and columns sizes may need to be larger than those shown. - Columns shown must be one solid piece, i.e. no nail laminating. -Calculations are based on NDS'91 using material with a low(<11%) coefficient of variation in MOE. Analysis is suitable for use in the United States. PROJECT INFORMATION OPERATOR INFORMATION: SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJ-Beam™ is a trademark of Trus Joist, parallam® is a registered trademark of Trus Joist. PARALLAMBEAM NO. 15 SHT.15 TJ-Beam™ vS.45 Serial Number: 7000014069 3.5" X 14" 2.0E Parallam® PSL BEAMUSA 1111 7/2/00 6:08:58 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(LOO) 0 4176 1'6" Adds to Uniform(psf) Floor(LOO) 80 40 0 to 6'6" Adds to REACTIONS(lbs.) LIVE/DEAD/TOTAL DETAIL OTHER 520/3591/4111 Detail A3 1.25"LSLRim 520/1221/1741 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 Beam 2 Column HNru i WIDTH 3.50" 3.50" DCMmiNU LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 4068 3449 8526 Passed(40%) Moment(ft-lb) 5195 4680 24445 Passed(19%) Live Defl.(in) 0.005 0.206 Passed(L/999+) Total Defl.(in) 0.029 0.308 Passed(L/999+) LOCATION Lt. end Span 1 under Dead load MID Span 1 under Dead load MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NAVJEP.H0143\BM 15.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. PARALLM BEAM NO. 15 TJ-Beam™ vS.45 Serial Number 7000014069 3.5" 1.8E ParallaiTl® PSL ColURin B^AMUSA 6/14/00 7:27:08 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Beam Thickness v 1 r~ Effective Length i Column Thickness Center of Load Required Bearing Length for Beam Column Width Minimum eccentricities. May be greater - See below. Effective Length: 10"-0"ColumnSize (Thick, x Width)3.5" x 3.5" LOADS: Analysis for Column Member supporting the following total loads(lb). Compression: 3712 Roof(1.25); 3711 Floor(I.OO); 3710 Dead. DESIGN CONTROLS: Compression(lb) Design Control Class LDF 3712 5449 Passed Roof 1.25 ADDITIONAL INFORMATION: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. - Supported member thickness is 3.5" and required bearing length is 1.5". - Required bearing length is based on 750psi bearing and the full thickness of the supported member. - Capacity shown has been reduced to allow for some limited eccentricity. Capacity is based on the worst case of the following eccentric conditions: 8.33% of column thickness (1st dimension) or 16.66% of column width. - No side loads or other bending loads were applied. For side loads or columns subject to side sway, a more complex analysis Is required and columns sizes may need to be larger than those shown. - Columns shown must be one solid piece, i.e. no nail laminating. - Calculations are based on NDS'91 using material with a low (<11 %) coefficient of variation in MOE. Analysis is suitable for use in the United States. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJ-Beam™ is a trademark of Trus Jolsl. Parallam® is a registered trademark of Trus Joist. PARALLAM BEAM NO. 16 SHT. 16 T.i-Beam™ vS.45 Serial Number: 7000014069 3.5 X 14 2.0E Parallam® PSL 2EAMUSA 1111 7/2/00 5:38:56 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 181 3" LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Product Diagram is Conceptual. Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION Point(lbs.) Floor(LOO) 0 945 16'6" Adds to Uniform(psf) Floor(LOO) 150 135 12'6" to 17' Adds to COMMENT SUPPORTS: 1 Beam 2 2x4 Plate INPUT WIDTH 3.50" 3.50" BEARING LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/DEAD/TOTAL 654/641/1295 1219/1928/3147 DETAIL Detail A3 Detail A3 OTHER 1.25" LSL Rim 1.25"LSLRim DESIGN CONTROLS: MAXIMUM Shear(lb) 3131 Moment(ft-lb) 8331 Live Defl.(in) Total Defl.(in) DESIGN CONTROL CONTROL LOCATION 2925 9473 Passed(31%) Rt. end Span 1 under Floor loading 8331 27161 Passed(31%) MID Span 1 under Floor loading 0.147 0.597 Passed(L/999+) MID Span 1 under Floor loading 0.309 0.896 Passed(L/696) MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® Is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143VBM16.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. PARALLAM BEAM NO. 17 SHT.17 TJ-Beam™ V5.45 Serial Number. 7000014069 6EAMUSA 1111 7/2/00 5:56:25 PM Page 1 of 1 Build Code: 124 3.5" x 14" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED L_ 12] -22' Product Diagram is Conceptual. L.OADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(psf) Floor(LOO) 150 135 8'6" to 12' Adds to """*"'""•'''• REACTIONS(lbs.) JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER Left Face 961 / 828 /1788 Detail A3 1.25" LSL Rim Right Face 912/784/1696 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 2 2x4 Plate 2x4 Plate iiNru i WIDTH 3.50" 3.50" DCMIMINU LENGTH 2.25" 2.25" DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 1772 1646 9473 Passed(17%) Moment(ft-lb) 12323 12323 27161 Passed(45%) Live Defl.(in) 0.338 0.722 Passed(L/770) Total Defl.(in) 0.631 1.083 Passed(L/412) LOCATION Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TUL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist. A Weyerhaeuser Business. TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NAUEP.H0143\BM17.bm ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEPDESIGN DRAFTING 7/2/2000 BEAM DESIGN BEAM NO. 18 SHT. 18 CE 10146 L = 10.00 LR = 1610. # LL = 1000. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 310 WALL 0 CONCENTRATED LOADS: DECK 0 BEAM 12 LOAD wl =322 RR = 1610. * LL = 1000. # L.L. (plf) w'l = 200 SPAN ROOF FLOOR WALL LOGO MOMENTS: MAX. MID SPAN MOM. MAX. MID SPAN L.L. MAX. SHEAR MOM. DECK 0 (M) (M') (V) BEAM LOAD (lb.) L.L. 0 PI = 0 0 4026. '# 2501. •# 1610. '# DISTANCE BM. REF. Al = 0.0 @ 5.0 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN C AREA REQUIRED d = 1.00 ft. A BEARING AREA REQUIRED B B 875. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 95. psi 55.21 in. cu. 1600.00 ksi 87.57 in. 4th 81.59 in. 4th 20.34 sq. in. 2.58 sq. in. 2.58 sq. in. USE 4 X 12 NO. 2 DOUGLAS FIR-LARCH S = 73.8 I = 415.3 A = 39.4 ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEPDESIGN DRAFTING 7/2/2000 BEAM DESIGN BEAM NO. /f SHT. \<\ CE 10146 L = 14.00' LR = 2870. # LL = 2100. # UNIFORM LOADS: SPAN L ROOF 0 FLOOR 0 WALL 0 DECK 410 BEAM 0 RR = 2870. # LL = 2100. # LOAD (plf) L.L. (plf) wl = 410 w'l = 300 CONCENTRATED LOADS: SPAN ROOF FLOOR WALL DECK L 0 0 0 0 MOMENTS: MAX. MID SPAN MOM. (M) MAX. MID SPAN L.L. MOM. (M1) MAX. SHEAR (V) BEAM LOAD (lb.) 0 PI = 0 L.L. DISTANCE BM. REF. 0 Al = 0.0 10046. 7351. 2870. # '# # @ 7.0 FT. FROM LR WOOD BEAM: F SECTION MODULUS REQUIRED S MOMENT OF INERTIA REQUIRED E L/240 MAX. TL. MOM. I L/360 MAX. LL. MOM. (Plaster) I L' = CLEAR SPAN C AREA REQUIRED d = 1.00 ft. A BEARING AREA REQUIRED B B 1350. psi H Mxl2/Fc 3.6ML'/E 5.4M'L'/E 1.00 (coef.) (V-dw)xl.5/Hc LR/625 RR/625 85. psi 89.30 in. cu. 1600.00 ksi 308.92 in. 4th 339.06 in. 4th 43.41 sq. in. 4.59 sq. in. 4.59 sq. in. USE 6 x 12 NO. 1 DOUGLAS FIR-LARCH S = 121.2 I = 697.1 A = 63.2 PARALLAM BEAM NO. 20 7" x 14" 2.0E Parallam® PSL SHT.20 TJ^eam™ v5.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 6:15:52 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND I DS LISTED P^ _ —22' 6" Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(lOO) 0 2500 14'6" Adds to" Uniform(psf) Floor(lOO) 150 135 11'6" to 14'6" Adds to SUPPORTS: 1 Beam 2 2x4 Plate INPUT WIDTH 3.50" 3.50" BEARING LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/DEAD/TOTAL DETAIL OTHER 853/1786/2639 Detail A3 1.25" LSL Rim 947 / 2604 / 3552 Detail A3 1.25" LSL Rim DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 3533 3386 18947 Passed(18%) Moment(ft-lb) 24218 24218 54323 Passed(45%) Live Defl.(in) 0.168 0.739 Passed(L/999+) Total Defl.(in) 0.625 1.108 Passed(L/426) LOCATION Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION - SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist. A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. -C:\TJBEAM\NA\JEP.H0143\BM 20.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. PARALLAM BEAM NO. 21 3.5" x 14" 2.0E Parallam® PSL SHT.21 TJ«Beam™ vS.45 Serial Number: 7000014069 BEAMUSA 1111 7/2/00 6:17:12 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED (TIM -22' 6" Product Diagram is Conceptual. LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(lOO) 0 950 14'6" Adds to SUPPORTS: Beam 2x4 Plate INPUT WIDTH 3.50" 3.50" BEARING LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/ DEAD/ TOTAL 600/838/1438 600/1116/1716 DETAIL Detail A3 Detail A3 OTHER 1.25"LSLRim 1.25"LSLRim DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 1700 1573 9473 Passed(17%) Moment(ft-lb) 10311 10311 27161 Passed(38%) Live Defl.(in) 0.189 0.739 Passed(L/999+) Total Defl.(in) 0.562 1.108 Passed(L/473) LOCATION Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143\BM 21.bm TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. SHT.22PARALLAM BEAM NO.22 TJ-Beam™ vS.45 Serial Number: 7000014069 3.5' X14 2.OE Parallam® PSL PEAMUSA 1111 7/2/00 6:27:38 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis for Beam Member Supporting FLOOR - RES. Application. Tributary Load Width: 1' 4" Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: COMMENT Product Diagram is Conceptual. TYPE Uniform(psf) Point(lbs.) Point(lbs.) Uniform(psf) CLASS Floor(1.00) Floor(1.00) Floor(I.OO) Floor(LOO) LIVE 0 0 0 90 DEAD 830 1763 1361 72 LOCATION 0 to 8' 6" 2' 6" 5' 0 to 8' 6" APPLICATION Adds to Adds to Adds to Adds to REACTIONS(lbs.) JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER Left Face 737/7125/7862 Detail A3 1.25" LSL Rim Right Face 737 / 6601 / 7337 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 Column 2 Column IINI-U i WIDTH 5.25" 5.25" DCMmiNVJ LENGTH 4" 4" DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL Shear(lb) 7418 5124 8526 Passed(60%) Moment(ft-lb) 15111 13768 24445 Passed(56%) Live Defl.(in) 0.013 0.262 Passed(L/999+) Total Defl.(in) 0.141 0.394 Passed(L/670) LOCATION Lt. end Span 1 under Dead load MID Span 1 under Dead load MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL: L/360, TLL/240). - 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: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright ® 2000 by Trus Joisl, A Weyerhaeuser Business. Parallam® is a registered trademark of Trus Joist. TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. PARALLAM BEAM NO. 22 TJ-Beam™ v545 Serial Number 7000014069 5.25" 1 .8E Parallam® PSL Column BE'AMUSA ensioo 4:16:17PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Beam Thickness v Center of Load s-'* EccWi Effective Length Required Bearing Length for Beam Column Thickness ' ^J< Column Width Minimum eccentricities. May be greater - See below. Effective Length:10'-0" ColumnSize (Thick, x Width)5.25" x 3.5" LOADS: Analysis for Column Member supporting the following total loads(lb). Compression: 6663 Roof(1.25); 6662 Floor(1.00); 6661 Dead. DESIGN CONTROLS: Design Control Class LDF Compression(lb) 6663 8173 Passed Roof 1.25 ADDITIONAL INFORMATION: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code NER analyzing the Trus Joist Residential product listed above. - Supported member thickness is 5.25" and required bearing length is 1.7". - Required bearing length is based on 750psi bearing and the full thickness of the supported member. - Capacity shown has been reduced to allow for some limited eccentricity. Capacity is based on the worst case of the following eccentric conditions: 8.33% of column thickness (1st dimension) or 16.66% of column width. - No side loads or other bending loads were applied. For side loads or columns subject to side sway, a more complex analysis is required and columns sizes may need to be larger than those shown. - Columns shown must be one solid piece, i.e. no nail laminating. - Calculations are based on NDS'91 using material with a low (<11%) coefficient of variation in MOE. Analysis is suitable for use in the United States. PROJECT INFORMATION OPERATOR INFORMATION: SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJ-Beam™ Is a trademark of Trus Joist. Parallam® is a registered trademark of Trus Joist. TRUST JOIST N0.1 TJ-Bearn™ v5.45 Serial Number: 7000014069 B^AMUSA 1111 7/2/00 6:30:22 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 14" TJI®/Pro™-250 JOIST SHT.J-1 16.0" o/c L —20' Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(LOO) 0 135 8' Adds to ounnrtr.To. REACTIONS(lbs.) JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER Left Face 533 / 375 / 908 Detail A3 1.25" LSL Rim Right Face 533/347/880 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 2 2x4 Plate 2x4 Plate IINTU i WIDTH 3.50" 3.50" DCMfMINU LENGTH 2.25" 2.25" DESIGN CONTROLS: MAXIMUM DESIGN Shear(lb) 891 884 Reaction(lb) 891 891 Moment(ft-lb) 4506 4506 Live Defl.(in) 0.358 Total Defl.(in) 0.625 TJ-Pro Rating 41 CONTROL CONTROL LOCATION 1710 Passed(52%) Lt. end Span 1 under Floor loading 1171 Passed(76%) Bearing 1 under Floor loading 5418 Passed(83%) MID Span 1 under Floor loading 0.490 Passed(L/656) MID Span 1 under Floor loading 0.979 Passed(L/376) MID Span 1 under Floor loading 35 Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TLL/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) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJI® Is a registered trademark of Trus Joist. C:\TJBEAM\NAUEP.H0143VJOIST 1.bm Pro™, TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. TRUST JOIST NO. 2 14" TJI®/Pro™-250 JOIST SHT. T- 16.0"o/cTJ:Beam™ v5.45 Serial Number: 7000014069 BEAMUSA 1001 712100 6:32:23 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Gu""il Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition REACTIONS(lbs.) LIVE/DEAD/TOTAL DETAIL OTHER 373/205/579 Detail A3 1.25" LSL Rim 373 / 205 / 579 Detail A3 1.25" LSL Rim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 2x4 Plate 2 2x4 Plate IINfU 1 WIDTH 3.50" 3.50" DC/AFMINO LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face CONTROL 1710 1171 5418 CONTROL Passed(32%) Passed(48%) Passed(35%) LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading 0.340 Passed(L/999+) MID Span 1 under Floor loading 0.679 Passed(L/999+) MID Span 1 under Floor loading 35 Passed Span 1 DESIGN CONTROLS: MAXIMUM DESIGN Shear(lb) 561 555 Reaction(lb) 561 561 Moment(ft-lb) 1907 1907 Live Defl.(in) 0.093 Total Defl.(in) 0.144 TJ-Pro Rating 58 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TLL/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) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJI® is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143UOIST 2.bm Pro™. TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. TRUSS JOIST N0.3 SHT. J-S TJ^eam™ v545 Seriai Number 7000014069 14" TJI®/PrO™-250 JOIST @ 16.0" O/C BEAMUSA 1001 7/2/00 6:34:17PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -T 9" Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(lOO) 0 135 2' Adds to Point(lbs.) Floor(LOO) 300 240 2' Adds to 1 2 2x4 Plate 2x4 Plate MNfU 1 WIDTH 3.50" 3.50" DCrtfMINVJ LENGTH 2.25" 2.25" JUSTIFICATION Left Face Right Face - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. REACTIONS(lbs.) LIVE/DEAD/TOTAL DETAIL OTHER 433 / 397 / 830 Detail A3 1.25" LSL Rim 280/205/485 Detail A3 1.25" LSL Rim DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL 806 1710 Passed(47%) 813 1171 Passed(69%) Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) TJ-Pro Rating 813 813 1324 1324 0.021 0.040 69 5418 Passed(24%) LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading 0.183 Passed(L/999+) MID Span 1 under Floor loading 0.367 Passed(L/999+) MID Span 1 under Floor loading 35 Passed Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TLL/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) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM & NANCI CARLIN Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJI® is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143\JOIST 3.bm OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Pro™, TJ-Pro™ and TJ-Beam™ are trademarks of Trus Joist. TRUSS JOIST NO. 4 14" TJI®/Pro™-350 JOIST SHT. TJ»Beam™ vS.45 Serial Number: 7000014069 I** I Ol^y/ V \\J -OilW O \J\<3 I (^12.0 O/C PEAMUSA 1001 7/2/00 6:37:08 PM Page 1 of 1 Build Code: 124 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 22' 6" Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 40 Live at 100% duration, 12 Dead, 10 Partition, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(LOO) 240 135 14'6" Adds to 01 IOO/%D"TO. REACTIONS(lbs.) JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER Left Face 535/295/830 Detail A3 1.25"LSLRim Right Face 605/335/940 Detail A3 1.25"LSLRim - See Trus Joist SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. 1 2 2x4 Plate 2x4 Plate nvru i WIDTH 3.50" 3.50" DCMFMINU LENGTH 2.25" 2.25" DESIGN CONTROLS: MA> Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) TJ-Pro Rating IMUM DESIGN CONTROL 927 927 5382 922 927 5382 0.505 0.784 44 1710 1290 6380 0.552 1.104 35 CONTROL Passed(54%) Passed(72%) Passed(84%) Passed(L/525) Passed(L/338) Passed LOCATION Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: L/480, TLL/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) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro™ RATING SYSTEM The TJ-Pro (USA) Rating System value provides additional floor performance information and is based on a Glued & Nailed 3/4 OSB decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist. Trus Joist warrants the sizing of its products by this software will be accomplished in accordance with Trus Joist 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 Trus Joist Associate. - Not all products are readily available. Check with your supplier or Trus Joist 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 Trus Joist Residential product listed above. PROJECT INFORMATION SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN OPERATOR INFORMATION: PARLEE ENGINEERING S 5943 E. NAPLES PLAZA, LONG BEACH, CA 90803 562-433-8882 562-433-1306 Copyright © 2000 by Trus Joist, A Weyerhaeuser Business. TJI® is a registered trademark of Trus Joist. C:\TJBEAM\NA\JEP.H0143UOIST4.bm Pro™, TJ-Pro™ and TJ-8eam™ are trademarks of Trus Joist. svuUsr-0 PARLEE ENGINEERING 5943 EAST NAPLES PLAZA LONG BEACH , CA 90803 MR.KELEGE RESIDENCE Title : STEEL FRAME Job # : Dsgnr: Description.... STEEL FRAME AT GARAGE Date: 7:01PM, 16JUNOO FastFrame 2-D Frame Analysis V 5.0.8-Page 1 Nodes... Node ; Label \ L 1 2 3 4 Node Coordinates X Yft ft 0.000 0.000 17.000 17.000 0.000 10.000 10.000 0.000 X Restraint Fixed Fixed Y Restraint Fixed Fixed Node Z Restraint TempdegF 0 Fixed | 0 Fixed 0 0 Member... Member Label A B C Property Label i W12x35 | W12x35 ! W12x35 I Endpoint Nodes Node J Node 1 2 2 3 3 4 Member Length ft 10.000 17.000 10.000 I End Releases J End Releases X Y z X Y Z Member Stress Check Data... I Member j 1 Label B i C [ Unbraced Lengths Lu:Z ft Lu:XY 10.000 10.000 17.000 17.000 10.000 10.000 Slenderness Factors K : Z K : XY 1.00 1.00 1.00 1.00 1.00 1.00 AISC Bending & Stability Factors j Cm Cb j Internal Internal Internal Internal Internal Internal fMateria s..I ] Member i Labeli Default Steel Youngs ksi 1.00 29,000.00 Density kef 0.000 0.490 Thermal in/100d Yield ksi 0.000000 I 1.00 0.000650 1 36.00 fSection Sections... 1 Prop Label Group Tag Default Material Default W12X35 ~T stee| Area 1.000 in2 "~ 10.300 in2 Depth Width 0.000 in 0.000 in 12.500 in 6.560 in Tf Tw 0.000 in 0.000 in 0.520 in 0.300 in Ixx j lyy ji 1.00 in4 0.00 in4 285.00 in4 24.50 in4 Node Loads.... Node Label 3 Member Point Member Label B B B B Concentrated X -3.600k Loads.... Loads and Moments Y Moment # 1 1.000 Magnitude Distance from "I" Node -1.412k -1.600k -1.763k -2.586 k 10.500ft 1.500ft 4.000 ft 6.500 ft Load Direction # 1 Global Y 1.000 Global Y 1.000 Global Y 1.000 Global Y |_ 1.000 Load Case Factors #2 #3 #4 #5 Load Case Factors #2 #3 #4 #5 Member Distributed Loads.... | Member I ( Label | B !B L Load Start -0.940 -0.250 Magnitudes Finish -0.940 -0.250 k/ft k/ft Load Combinations... ; Load Combination j ; Description \ Basic i Stress Increase 1.000 Load Extents Start Finish ft ft 0.000 17.000 0.000 17.000 Load Direction Global Y Global Y #1 1.000 I 1.000 Gravity Load Factors X Y -1.000 Load #1 #2 Load Case Factors #2 #3 #4 Combination Factors #3 #4 #5 #5 r 1.000 <c) 1988-97 EN ERCALC C:\ENERCALCUOP-HO-143 STEELFFW V 5.0.8 SHT: PARLEE ENGINEERING 5943 EAST NAPLES PLAZA LONG BEACH , CA 90803 MR.KELEGE RESIDENCE Title : STEEL FRAME Job # : Dsgnr: Description.... STEEL FRAME AT GARAGE Date: FastFrame 2-D Frame Analysis V 5.0.8-Page 2 I | Node Displacements & Reactions Node Label L 1 2 34 Load Combination Node Displacements X Y in in Basic 0 Basic -0.12483 Basic -0.12606 Basic 0 0 -0.00637 -0.00509 0 Z Radians 0.00156 0 0 0.00158 Node X k 1.79122 0 0 1.80878 Reactions Y k 16.03179 0 0 12.85601 k-ft 0 26.16322 -56.65056 0 Member End Forces... Member Label A B C Load Combination Basic Basic Basic Node " Axial k 16.03179 1.79122 12.50552 1 " End ForcesShear k -1.79122 15.68130 -1.80878 Moment ft-k 0 44.07545 -18.08777 Node " J Axial k " End Forces Shear Moment k ft-k -15.68130 1.79122 -1.79122 12.50552 -12.85601 1.80878 -17.91223 -38.56279 0 Steel Stress Checks... ! Member | Label A B C Load Combination w^m Basic Basic Basic 0.291 0.650 0.277 @ Left End 1/4 Span 0.072 0.125 0.650 0.094 0.277 0.224 1/2 Span 0.178 0.328 0.170 i Member Overall Envelope Summary | Member Label A p C Section W12x35 W12X35 W12x35 J Axial Shear k k 16.032 1.791 1.791 15.681 12.506 1.809 Moment ft-k 17.912 44.075 18.088 3/4 Span @ Right End shear 0.230 0.29 0.033 0.143 0.49 0.290 0.117 0.05' ] 0.033 Deflection Maximum in Stress Ratio 0.128 0.291 0.077 0.650 0.123 0.277 ~> Deflection values listed are the maximum of a sampling of 31 points across the member (c)1988-97 ENERCALC C:\ENERCALC\JOP-HO-143 STEEL.FFW V 5.0.8 -1.6k I -Milk/ft •1.763k : -2.586k ? -1.412k IJ^IJ_¥JLJ_.IJLU_4J:_UJL.!.*_!JJ^U JLI ULULLJUL! T T T T T ^ W12x35 .oik/f, '• A W12x35 1C W12x35 41, SV\T,L-o o-E o _X ..;• -I^YJ /J i -L J:££'/ 'ROBERT H. PARLEE CIVIL ENGINEER CE10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING SHT. L- 1 LATERAL FORCES SEISMIC FACTORS ( 3 * CA * I) V = V = ri = V (STORY) 06/16/00 1.716 L (WALLS) (3 R 1.44 * CA * I ) W R 1.44 V (WALLS) 4.5 ^T44~ 1.716 5.5 1.44 10 = 0.2648 W LEFT TO RIGHT DIR'C. = 0.2167 W TOP TO BOTT. DIR'C. r(MAX) 2ND FLOOR ( LEFT-RIGHT DIRC.) = 0.1726494 r(MAX) 1ST FLOOR ( LEFT-RIGHT DIRC.) = 0.2537139 r(MAX ) 2ND FLOOR ( TOP-BOTT DIRC.) r(MAX ) 1ST FLOOR ( TOP - BOTT DIRC.) = 0.2817676 = 0.1456883 r (MAX) LEFT TO RIGHT DIRC. (ALL STORIES) 0.2537139 r (MAX) TOP TO BOTT DIRC. (ALL STORIES) 0.2817676 AREA 945 (TOP - BOTT. DIRC.) RHO (LEFT - RIGHT DIRC.) RHO = 2 20 r(MAX)* V AREA 20 r(MAX) * V AREA 20 2- 0.25371 30.7 20 -0.56 2- 0.28177 30.7 = -0.31 •ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 07/02/00 SHEAR WALLS DESIGN SHT. L-2 LEFT - RIGHT DIRC. WIND LOAD SHEAR/FORCE DRAG DESIGN LINE 2 WIND LOAD SHEAR WALL DRAG DESIGN LINES WIND LOAD SHEAR/FORCE DRAG DESIGN (A) (ft) 12 30 12 (A1) 0 12 (BB 12) 30 12 (F#) / ( 7056 #/( /. ( F / 7056 i 2 (A) (ft) 12 31 12 (A') /2) 42 12 (BB 12) 42 12 (F*) / ( 9110 / F ; 9110 / m (A) (ft) 12 12 /2 (A1) 0 12 (BB /2 12 12 (F#) ; ( 2117 / ( F / 2117 i * B (FT) * DL -PSF * 15 60 28 12 * (B') * DL-PSF * 00 0 * [(H1/2) +H2] = 9 0.5 4.5 9.0 4.5 L1 + L2+ L3+ L4+ L5 ) (TOTAL) &y 4 4.5 4.5 0 ) 13Z$ USE NO. 12 =367 PLF B = PLF UN (FT) = 60 118 9 USE SIMP. MST 37 * B(FT) * DL-PSF * 15.5 14 28 * (B1) * DL-PSF * 21 45 28 * [(H1/2) +H2]4.5 (9 12) + 4.5 9 L1+ L2 L3 + L4 + L5) (TOTAL) L 10 6.5 13 0 0 29.5 USE NO. 12 =367 PLF B « PLF * UN (FT) 60 152 14 USE SIMP. MST 37 * B(FT) * DL-PSF * 6 45 28 12 * (B1) * DL'-PSF * 0 0 0 * t(H1/2) + H2] 4.5 9 0.5 4.5 9 L1 + L2-I L3+ L4 + L5 ) TOTAL (L) 7.5 0 0 00 7.5 = USE NO. 11 =285 PLF B = PLF * UN (FT) = 45 = 47 24 Fc 0.28 Fc 0.28 WN-PSF 20 L V (PLF) •%&&^VU # 1058 Fc 0.28 Fc 0.28 WN(PSF) 20 V (PLF) = 309 # 2126 Fc 0.28 Fc 0.28 WN(PSF) 20 (R) 1.00 (R) 1 8 = PLFf 1 NL 1 92 (R) 1.00 (R) 1.00 = = PLF ; NL / 92 (R) 1.00 • (R) 1.00 = s = FW 7056 = F(#) 0 7056 F(#) 2700 # # GOV . NO. OF NAILS = 12 - F (#) 1701 = F# 7409 9110 3780 # GOVI . NO. OF NAILS = 23 " FF(#) 2117 = F • o 2117 F(#) 1080 GOV . V (PLF) 282 # 1129.0 PLF / NL / 92 NO. OF NAILS 12.3 USE SIMP. MST 37 ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 07/02/00 SHEAR WALLS DESIGN SHT. L3 TOP - BOTT. DIRC LINE 4 WIND LOAD SHEAR/FORCE LINES WIND LOAD SHEAR WALL LINES WIND LOAD SHEAR/FORCE (A) (ft) 15 (A') 0 (BB 15 (F#) 1823 (A) (rt) 35 (A') 0 (BB 60 (F*) 5400 (A)(ft) 45 (A1) 45 (BB 28.5 (F#) 4 12 12 12 12) 12 / ( L1 + #/( 4.5 5 12 12 12) 12 12) 12 1 ( L1 + / 11.5 6v 12 12 12 12 12 1 ( L1 + * B(FT) * T.5 31 12 * (B-) 0 0 * [(H1/2) +H2] 9 0.5 L2+ L3+ L4+ L5) 8.25 000 USE NO. 11 = * B (FT) * 17.5 35 * (B1) * 0 0 * [(H1/2) +H2] (9 12) + L2 L3 + L4 + L5) 12.25 000 USE NO. 11 = * B (FT) * 22.5 31 12 * (B1) * 22.5 15 * l(HM2) +H2] 9 0.5 L2-I L3+ L4 + L5) DL -PSF * 28 DL-PSF * 0 SS 4.5 9.0 4.5 (TOTAL) L ) 12.8 = 285 PLF DL-PSF * 28 DL-PSF * 0 4.5 4.5 9 (TOTAL) L 23.8 285 PLF DL-PSF * 28 DL'-PSF * 0 4.5 4.5 9 TOTAL (L) 5468 / ( 16.75 13.5 ooo 30.3 = USE NO. 11 =285 PLF Fc 0.28 Fc 0.28 WN-PSF 20 V (PLF) 143 PLF (R) 1.00 (R) 1 1823 # 1823 F(#) 1350 _# GOV Fc 0.28 Fc 0.28 WN(PSF) 20 V (PLF) 227 PLF (R) 1.00 (R) 1.00 F (#) 4802 # f# _Q 4802 5400 GOV Fc 0.28 Fc 0.28 WN(PSF) 20 V (PLF) 181 PLF (R) 1.00 (R) 1.00 F F(#) 5468 F 0 5468 GOV 2565 - ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 06/16/00 SHEAR WALLS DESIGN SHT. L- 4 TOP - BOTT. DIRC LINE 6A WIND LOAD SHEAR/FORCE DRAG DESIGN 6A (A) (ft) 12 29 12 (A1) 45 12 (BB 12) 45 12 • (F#) / ( 8056 #/( 3N F / 8056 / 14.5 12 22.5 L1 + L2 + 15 9.5 USE B 36 * B (FT) 15 (B') 36 * [(H1/2) 9 L3+ L4 + 0 0 NO. 12 = PLF 224 * DL -PSF 28 * DL-PSF 28 +H2] 0.5 4.5 4.5 L5) 0 ) = 367 PLF UN (FT) 5 9.0 Fc (R) = F(#) 0.28 1.00 1705 # Fc (R) = F(#) 0.28 1 6350 # 8056 GOV WN-PSF = F (#) 20 = 4050 - (TOTAL) LV (PLF) 24.5 = 329 PLF # / NL = # OF NAILS 1119 92 / 12 USE SIMP. MST 37 AT EA. SPLICE OF DBL. TOP PL. 'ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES SHEAR WALLS DESIGN LEFT - RIGHT DIRC. SHT. L-5 07/02/00 LINE 7 2 story load one story load WIND LOAD SMEAR/FORCE •••••• ^f '>> (A) (ft) 26 (A1) 26 (BB 30 (F#) 11120 12 12 12 12) 12 1 ( *{ A 13 12 13 A L1 + L2 + L3 + 2.8 2.8 2.8 B(FT) * DL-PSI * 60 27 (B1) * DL-PSF * 60 27 (H1/2) +H2] » 10 0.5 12.5 17.5 5 L4+ L5) (TOTAL) L V 2.8 0 ) 11.2 = Fc 0.264 Fc 0.264 WN-PSF 20 (PLF) 993 (R) = 1.00 (R) = 1 3! SS PLF F(#) 5560 F(#) 5560 11120 F(#> 5250 # # GOV - USE SW 32 X 9-4 STRONG WALL 3 TOTAL AND USE SW 48 X 9-4 STRONG WALL DRAG DESIGN LINES 2 story load one story load WIND LOAD SHEAR WALL F 11120 (A) (ft) 31 (A1) 0 (BB 31 (F#) 8593 / ' 8 12 12 12) 12 12) 12 1 ( 1 B 60 USE SIMP, A 15.5 * 0 * ( PLF * UN (FT) • 185 7 . MST 37 B(FT) * DL-PSF * 60 35 (B1) * DL-PSF * 0 1 (H1I2) + H2] 5 ! 10 12) + 13.5 18.5 L1+ L2 + L3 + L4+ LB) (TOTAL) L 9.8 8.5 8.5 0 0 26.8 n 1297 Fc 0.264 Fc 0.264 WN(PSF) 20 V (PLF) 321 / NL = 92 1 (R) « 1.00 (R) = 1.00 = a PLF # OF NAILS 14 F (#) 8593 F# 0 8593 F(#) 5735 # GOV . USE NO. 12 = 367 PLF DRAG DESIGN LINE 9 WIND LOAD SHEAR/FORCE DRAG DESIGN f 8593 (A) (ft) 33 (A1) 38 (BB 33 <F#) 15745 F 15745 1 1 9'. 12 12 12 12 12 1 ( 1 ( 1 1 B = 60 USE SIMP A 16.5 12 * 19 A L1 + L2 + L3 PLF * UN (FT) = 143 14 . MST 48 B(FT) * DL-PSF * 60 28 (BT * DL'-PSF * 60 28 [(H1/2) + H2] 5 10 0.5 13.5 18.5 # 2005 Fc 0.264 Fc 0.264 WN(PSF) 20 / NL / 92 = (R) = 1.00 (R) = 1.00 * s NO. OF NAILS 22 FF(#) 7318 F &42&J&. 15745 F(#) 6105 GOV . + L4 + L5) TOTAL (L) V (PLF) 18.25 8.5 10.25 0 0 37.0 = B 60 USE NO. 13 =450 PLF * UN (FT) 262 15 426 PLF # 3936.2 PLF ; NL / 92 NO. OF NAILS 42.8 USE SIMP. MST 60 ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 06/16/00 SHEAR WALLS DESIGN LEFT - RIGHT DIRC. SHT. L6 LINE 10 10 WIND LOAD LINE 10A WIND LOAD SHEAR WALL (A) (ft) 12 24 12 12 (A') 12 6/2 3 (BB 12) 24 12 SEE STEEL 10A (A) (ft) 12 11 12 5.5 (A1) 12} 0/2 0 ( BB 12) 11 12 (F#) / ( L1+ L2 •*• 1430 / 4 o B (FT) * 30 (B-) 30 * [(H1/2) +H2] 10 0.5 FRAME SHT. * B(FT) * 26 * (B-) * 0 * [(H1/2) + H2] ( 10 12) + L3 + L4 + L5) 000 DL -PSF 28 DL-PSF 28 10 1! 5 NO. (ST-1) DL-PSF 28 DL-PSF 0 5 8 (TOTAL) L 4.0 * * = 5.0 * * 13 Fc 0.264 Fc 0.264 WN-PSF 20 Fc 0.264 Fc 0.264 WN(PSF) 20 V (PLF) 358 (R) 1.00 (R) 1 X B (R) 1.00 (R) 1.00 s = PLF = F(#) 2661 # • F(#) 665 # 3326 - F(#) 3600 GOV = F (#) 1057 # = F# g 1057 F'<#) 1430 GOV USE NO. 12 = 367 PLF •ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 06/16/00 SHEAR WALLS DESIGN TOP - BOTT. DIRC. SHT. L- 7 LINE 11 roof load floor load WIND LOAD SHEAR/FORCE UM£!I^ LINE 12 floor load only WIND LOAD SHEAR WALL LINE 13 roof load floor load WIND LOAD SHEAR/FORCE DRAG DESIGN 11 (A) (ft) 12 30 12 (A1) 28 12 (BB 12) 55 12 (Fit) 1 ( L1 + 11517 #/( 16 12 (A) (ft) 12 30 12 (A1) 12) 30 12 ( BB 12) 45 12 (F*) 1 ( L1+ 7986 / 16 13 ' (A) (ft) 12 60 12 (A1) so a (BB 12 20 /2 (F#) / ( L1 + 16638 / ( 16.8 F 1 16638 / 15 12 14 L2 + 6.5 USE /VJ* \^^? 15 15 L2 + 8 USE 30 12 15 L2 + 0 USE B 60 B (FT) 23 (B1) 31 * [(H1/2) 10 L3 + L4 + X7S o NO. 12 4 -J- #•£')( B (FT) 36 (B1) 36 * [(H1/2) ( 10 L3 + L4 + 0 0 NO. 12 * B (FT) 25 (B1) 25 * [(H1/2) 10 L3 + L4 + 0 0 (2) NO. ' = PLF = 277 * DL -PSF 56 * DL-PSF 56 +H2] 0.5 13.5 5 L5) 0 ) = 367 PLF ' •9'H\ / •*!.,> Qt-\Sty {9* fin 7-J\ / \4t) ~ fi DL-PSF 28 * DL-PSF 28 + H2J5 12) + 12 L5) (TOTAL) L o 24.0 = 367 PLF * DL-PSF 56 * DL'-PSF 56 + H2] 5 0.5 13.5 L5 ) TOTAL (L) ) 16.8 14=2X548 * UN (FT) 22 Fc 0.264 FC 0.264 = WN-PSF 18.5 20 (TOTAL) L V ( PLF) 37.3 = 309 X"* fj f,A •* \\Q\t• £(P1 ^] ip* 9&14F tl£££<* - MX»^ W^•ii ™"^HK^BBBB^B 0.2641 FC 0.2641 WN(PSF) 17 20 V (PLF) = 333 Fc 0.2641 Fc 0.2641 WN(PSF) 18.5 20 V (PLF) 993 =1096 = # 6100.7 (R) = F (#) 1.00 5100 # (R) = F (#) 1 6416 # 115TT GOV F(#) 10175 - PLF WlfrG *W]1\f frfcjv ,!! i 1.00 3993 # (R) = F# 1.00 3993 7986 GOV F' (#> 7650 - PLF (R) = FF(#) 1.00 11092 (R) = F 1.00 5546.1 16338 GOV F(#) 3700 - PLF / NL NO. OF NAILS / 92 66.3 USE SIMP. HST 5 ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING LATERAL FORCES 06/16/00 SHEAR WALLS DESIGN SHT. L-8 TOP - BOTT. DIR'C LINE 14 WIND LOAD SHEAR/FORCE 14 (A) (ft) 12 15 12 (A1) 0 12 I (BB 12) 15 12 E (F#) / ( 3881 #/( * B (FT) * 7.5 35 12 * (B') * 0 0 * [(H1/2) +H2] 10 0.5 L1 + L2+ L3+ L4+ L5 ) 7 0000 DL -PSF 56 DL-PSF 0 12.5 5 ) * * x 17.5 (TOTAL) L 7.0 = Fc 0.264 Fc 0.264 WN-PSF 20 V (PLF) 554 (R) = 1.00 (R) » 1 = = PLF F(#) 3881 F(#) 0 3881 F(#) 2625 # # GOV „ USE NO. 15 =652 PLF DRAG DESIGN F / 3881 / B 35 PLF 111 UN (FT) 31 # I NL = # OF NAILS 3437 92 / 37 USE SIMP. MST 48 AT EA. SPLICE OF DBL TOP PL. ROBERT H. PARLEE CIVIL Eh CE 10146 SHT L- 9 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 06/16/00 LATERAL FORCES ROOF DIAPHRAGM: 7762 / 33 = 235.2 PLF USE 1/2" CDX PLYWOOD W/ 8d NAILS AT 6" O.C. EDGES, 6" O.C. BOUND, AND 12" O.C. Fll UN BLOCKED DIAPHRAGM PANEL INDE> 24/0 FLOOR DIAPHRAGM: 18746 / 45 = 416.6 PLF USE 5/8" CDX PLYWOOD W/ 10d NAILS AT 5" O.C. EDGES, 5" O.C. BOUND, AND 12" O.C. FIELD BLOCKED DIAPHRAGM PANEL INDE) 32/16 'ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 06/16/00 LATERAL FORCES SHT.L- 10 UPLIFT DESIGN SHEAR V I O.T.M. R.MOM NET O.T.M. ROOF FLOOR WALL DECK SHEAR WALL* 1 ' HH (FT) LENGTH V * HH * L *L(FT) 316 9 TR (DL)PSF 0 13 0 2 12 9 2 15 0 22 4 L 4 4 4 4 * 1/2(L) * 0.5 2 0.5 2 0.5 2 0.5 2 • = 0.67 0.67 0,67 0.67 11376.0 '# 0.0 0 723.6 0 723.6 10652.4 UPLIFT 10652.4 /= 2663.1 USE SIMP. MST 37 AT EACH END OF SHEAR WALL UPLIFT DESIGN SHEAR V O.T.M. R.MOM SHEAR WALL # HH (FT) LENGTH V * HH * L *L(FT) 311 9 6, ROOF FLOOR WALL DECK TR 0 0 9 0 ( (DL)PSF * 2 2 20 12 15 22 L 6, 6, 6. 6 ,5 * 1/2(L) * = .5 ,5 .5 .5 0.5 0.5 0.5 0.5 3. 3. 3. 3. 25 25 25 25 0.67 0.67 0.67 0.67 18193.5 '# 0 0 1910.756 0 NET O.T.M. UPLIFT =16282.7 / 1910.756 16282.74 6.5 = 2505.0 # USE SIMP. MST 37 AT EA. END OF SHEAR WALLS SHEAR V O.T.M. R.MOM NET O.T.M SIGN SHEAR WALL # , 3 HH (FT) LENGTH V * HH * L *L(FT) ROOF FLOOR WALL DECK 282 TR ( 0 0 2 9 2 0 9 (DL)PSF * 20 12 15 22 7.5 L 7.5 7.5 7.5 7.5 0.5 0.5 0.5 0.5 * 1/2(L) * 3.75 3.75 3.75 3.75 = 0.67 0.67 0.67 0.67 19035 '# 0 0 2543.906 0 2543.906 16491.09 UPLIFT = 16491.1 / 7.5 = 2198.8 # USE SIMP. MST 37 AT EA. END OF SHEAR WALL ROBERT H. PARI CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 06/16/00 LATERAL FORCES SHT. L- 11 UPLIFT DESIGN SHEAR O.T.M. R.MOM NET O.T ROOF FLOOR WALL DECK .M. SHEAR WALL # 5 HH (FT) LENGTH V * HH * L *L(FT) 327 TR 0 0 2 9 2 0 9 (DL)PSF 13 12 15 22 11.5 L 11.5 11.5 11.5 11.5 * 1/2(L) 0.5 5.75 0.5 5.75 0.5 5.75 0.5 5.75 * B 0.67 0.67 0.67 . 0.67 • . 33844.5 '# 0.0 0 5981.0 0 5981.0 27863.5 UPLIFT 27863.5 /11.5 2422.9 # USE SIMP. MST 37 AT EACH END OF SHEAR WALL UPLIFT DESIGN SHEAR O.T.M. R.MOM ROOF FLOOR WALL DECK NET O.T.M. SHEAR WALL # ;6A • HH (FT) V * HH 329 9 TR ( (DL)PSF * 4 13 02 12 92 15 0 22 LENGTH * L(FT) 9.5 L 9.5 0.5 9.5 0.5 9.5 0.5 9.5 0.5 * 1/2(L) 4.75 4.75 4.75 4.75 0.67 0.67 0.67 0.67 UPLIFT = 22475.8 / 28129.5 '# 1572.155 0 4081.5563 0_ 5653.7113 22475.789 9.5 2365.9 # USE SIMP.MST 37 AT EA. END OF SHEAR WALLS UPLIFT DESIGN SHEAR O.T.M. R.MOM ROOF FLOOR WALL DECK NET O.T.M. SHEAR WALL #8 HH (FT) V 313 TR ( 0 0 2 10 2 0 LENGTH * HH * * 10 (DL)PSF * 20 12 15 22 L(FT) 8.75 L 8.75 0.5 8.75 0.5 8.75 0.5 8.75 0.5 * 1/2(L) * 4.375 4.375 4.375 4.375 = 0.85 0.85 0.85- 0.85- 27387.5 '# 0 0 4880.8594 0 4880.8594 22506.641 UPLIFT = 22506.6 /8.75 2572.2 # USE SIMP.HD2A AT EA. END OF SHEAR WALL 'ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 06/16/00 SHT. L-12 LATERAL FORCES UPLIFT DESIGN SHEAR O.T.M. R.MOW ROOF FLOOR WALL DECK NET O.T.M. USE SIMP. UPLIFT DESIGN SHEA O.T.M. R.MOI ROOF FLOOR WALL DECK NET O.T.M. USE SIMP. UPLIFT DESIGN SHEA O.T.M. SHEAR WALL # 9^ HH (FT) V * HH * L 428 10 TR (DL)PSF * 0 13 02 12 10 2 15 0 22 UPLIFT = 32749.4 / HD 5A AT EA. END OF SHEAR WALL #10A, HH (FT) V * HH * L 358 10 TR ( (DL)PSF * 0 20 02 12 10 2 15 0 22 UPLIFT = 13516 / HD 5A AT EA. END OF LENGTH * L(FT) 8.5 L * 1/2(L) * = . 8.5 0.5 4.25 0.67 8.5 0.5 4.25 0.67 8.5 0.5 4.25 0.67 " 8.5 0.5 4.25 0.67 • - 8.5 = 3852.9 # SHEAR WALL LENGTH * L(FT) 4 L * 1/2(L) * = 4 0.5 2 0.67 4 0.5 2 0.67 4 0.5 2 0.67- 4 0.5 2 0.67- 4 = 3379.0 # SHEAR WALL 36380.0 '# 0.0 0 3630.6 0 3630.6 32749.4 14320 '# 0 0 804 0 8U4 13516 SHEAR WALL* 11 HH (FT) V * HH * L 309 10 LENGTH * L(FT) 6.5 TR ( (DL)PSF * L * 1/2(L) * = R.MOI ROOF FLOOR WALL DECK NET O.T.M. 4 13 02 12 10 2 15 0 22 6.5 0.5 3.25 0.67 6.5 0.5 3.25 0.67 6.5 0.5 3.25 0.67 6.5 0.5 3.25 0.67 20085 '# 735.995 0 2123.063 0 2859.058 17225.94 UPLIFT = 17226 / 6.5 = 2650.1 # USE SIMP. HD 2A AT EA. END OF SHEAR WALL ROBERT H. PARLEE CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING 06/16/00 SHT. L-13 LATERAL FORCES UPLIFT DESIGN SHEAR O.T.M. R.MOM ROOF FLOOR WALL DECK NET O.T.M. USE UPLIFT DESIGN SHEA O.T.M. R.MOI ROOF FLOOR WALL DECK NET O.T.M. USE UPLIFT DESIGN SHEA O.T.M. R.MOI ROOF FLOOR WALL DECK NET O.T.M. SHEAR WALL tt HH (FT) V * HH 333 TR 0 0 2 10 2 0 UPLIFT = SIMP. HD 5A AT SHEAR WALL # HH (FT) V * HH 993 TR ( 0 0 2 18 2 0 UPLIFT = SIMP. HD10AAT >^<^^> - 12 f LENGTH L ' L(FT) 10 (DL)PSF 13 12 15 22 23424.0 EACH * L 10 (DL)PSF 20 12 15 22 141295.4 EACH SHEAR WALL # HH(FT) V * HH * L 554 TR ( 4 0 2 19 2 0 10 (DL)PSF 20 12 15 22 8 L 8 0.5 8 0.5 8 0.5 8 0.5 / 8 END OF SHEAR m& LENGTH *L(FT) 16.8 L 16.8 0.5 16.8 0.5 16.8 0.5 16.8 0.5 / 16.8 END OF SHEAR 14 LENGTH * L(FT) 7 L 7 0.5 7 0.5 7 0.5 7 0.5 1/2(L) * = . 4 0.67 4 0.67 4 0.67 • 4 0.67 ' - 2928.0 # WALL 1/2(L) * = 8.4 0.67 8.4 0.67 8.4 0.67 . 8.4 0.67 . 8410.4 # WALLS 1/2(L) * = 3.5 0.67 3.5 0.67 3.5 0.67 3.5 0.67 26640.0 '# 0.0 0 3216.0 0 3216.0 23424.0 166824 '# 0 0 25528.61 0 141295.4 38780 '# 1313.2 0 4678.275 0 5991 .475 32788.53 UPLIFT = 32788.53 / 7 = 4684.1 # USE SIMP. HD 8A AT EA. END OF SHEAR WALL ROBERT H. PARLEE SHT. F-2 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM NANCI CARLIN JEPDESIGN DRAFTING 6/14/2000 PAD FOOTING DESIGN: FOOTING NO. PI SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 7000.00 Ib. Area Required A = 1.15 x P/(S.P.) = 8.05 ft. Square Root = 2.84 ft. USE 2' 10" SQ. PAD FOOTING 18" INTO NAT. GRADE. A =8.05 NO REINFORCMENT REQUIRED FOR 18" MIN. THICKNESS FTG. ROBERT H. PARLEE SHT. F-3 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM NANCI CARLIN JEPDESIGN DRAFTING 6/14/2000 PAD FOOTING DESIGN: FOOTING NO. P2 SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK Load P = 10000.00 Ib. Area Required A = 1.15 x P/(S.P.) = 11.50 ft. Square Root = 3.39 ft. USE 3' 5" SQ. PAD FOOTING 18" INTO NAT. GRADE. A = 11.50 NO REINFORCMENT REQUIRED FOR 18" MIN. THICKNESS FTG. * ROBERT H. PARLEE SHT. F-4 CIVIL ENGINEER CE 10146 SINGLE FAMILY RESIDENCE FOR TOM NANCI CARLIN JEPDESIGN DRAFTING 6/14/2000 PAD FOOTING DESIGN: •—«^—"I •! • ••••••••••^••••••liaill • ••^•*—• -- FOOTING NO. P3 SOIL VALUE USED IN DESIGN: 1000 psf at 18" DEPTH 18" THICK ^°ad . P = 18000.00 Ib.Area Requxred A = 1.15 x P/(S.P.) = 20.70 ft Square Root = 4.55 ft! USE 4' 7" SQ. PAD FOOTING 18" INTO NAT. GRADE. A = 20.70 REINFORCMENT REQUIRED w = P/A a = 1.44 d = 14.50 in. AREA OF STEEL = w(L - C)*2/8ad = 0.09 so. in. per ft USE NO. 4 BARS AT 18 IN. O/C, EACH WAY. P ROBERT H. PARLEE CIVIL ENGINEER SINGLE FAMILY RESIDENCE FOR TOM AND NANCI CARLIN JEP DESIGN DRAFTING FOUNDATION DESIGN: SHT. F 1 LOADS: TOTAL LOAD SOIL VALUE USED 1000 PSF ROOF: FLOOR: WALLS: DECK: ^5,5* 10 ;*» ^t$ , h"1 •„ 29 52 15 58 4 = 449.5 = 520 = 285 = 174 4 = 1432.5 PLF WIDTH REQIRED 1432.5 X 1.15 1000 = 1.647 FT. USE 20" WIDE X 18" DEEP FOOTING WITH (2) NO. 5 BARS AT TOP & (2) NO. 5 AT BOTT. °9Cs XI (D Om > >cn 3) j5 =K in03 -^ CO01 n nm ± CO I 01716/2001 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR00209 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2910 CAPAZO CT CBAD PCR 2153902000 $0.00 CB002874 Lot #: 0 Construction Type: NEW DEFERRED TRUSS CALCS Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 11/27/2000 JM 01/16/2001 01/16/2001 Applicant: BELL DAVID 1539 CAUDOR STREET ENCINITAS CA 92024 760-802-9950 Owner: 8952 01/16/01 0002 01 CARLIN REVOCABLE TRUST 03-22-00 CGP 1905REDWINGST SAN MARCOS CA 92069 02 82-00 Total Fees:$82.00 Total Payments To Date:$0.00 Balance Due:$82.00 Plan Check Revision Fee $82.00 Inspector: FINAL APPROVAL Date:Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy 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. PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 . ' 1. PROJECT INFORMATIONr -agio Address (include Bldg/Suite #) FOR OFFICE USE ONLY PLAN CHECK EST. VAL. Plan Ck. Deposi Validated I Date £T" Business Name (at this address) Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units Assessor's Parcel *Existing Proposed Use ^Description of Work 2. _CONTACTPERSONJfdlfferent from appflcant)* TrywTb> fei SO. FT.Oof Stories tt of Bedrooms * of Bathrooms Name Address City 3. APPLICANT D Contractor Q Agent for Contractor D Owner D Agent for Owner State/Zip Telephone #Fax* Name 4. PROPERTY OWNER Address City State/Zip Telephone Name Address City State/Zip Telephone * S. CONTRACTOR - COMPANY NAME (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 basts 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 ($5001). Name State License # Address License Class City State/Zip City Business License * Telephone # Designer Name Address City State/Zip Telephone State License # 6. WORKERS-COMPENSATION . Workers' Compensation Declaration: I 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. Q3 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 [$100] OR LESS) C] 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: O 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). D I 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 l~lNO 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 (include name / address / 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 COMPLETE THIS SECTION FOR/VOAWttS/OflirTMi BUILDING PERMITS ONLY 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? D 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. 8. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS 9, APPLICANT CERTIFICATION I certify that I have read the application and state that the above information is correct and that the information on 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 City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE. INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over S'O" 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 coWTOnceeV«tthjn180 days fmm the ctato of ajch permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commeViedXor a perioTroklK) daySsfSAction 106A^Uniform Building Code). x I <~~ /A \ ^**^ --—' DATEAPPLICANT'S SIGNATURE TE: File YSkCOW: Applicant PINK: Finance EsGii Corporation In Partners fop wit/t government for Quitting Safety DATE: 01/05/01 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: PCR 00-209 (00-2874) SET: II PROJECT ADDRESS: 2910 Capazo Ct. PROJECT NAME: Deferred Truss Submittal for Carlin Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. | | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. _ I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. | | The applicant's copy of the check list has been sent to: Esgil Corporation staff did not advise the applicant that the plan check has been completed. | | Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: nail ^re!§5lrane Fax In Person REMARKS: WvP sheet A-1, S-1.S-4 and SD-1 into Owners set. Enclosures: LOG Esgil Corporation GA D MB n EJ D PC 01/05/01 tmsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4- (858)560-1468 + Fax (858) 560-1576 EsGil Corporation In ^Partnership WitH government for 'Building Safety DATE: 12/07/00 a APPLICANT Q J0RI$^ JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: PCR 00-209 (OO-2874) SET: I PROJECT ADDRESS: 2910 Capazo Ct. PROJECT NAME: Deferred Truss Submittal for Carlin Residence I | The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I | 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. I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: David Bell 1539 CaudorSt Encinitas, Ca. 92024 I | 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: David Bell Cw '^ Telephone #: (760) 802-9950 Date contacted: i2.'?l<& (by: p-") Fax #: Mail •"felephone •" Fax In Person REMARKS: By: Ray Fuller Enclosures: Esgil Corporation PI GA n MB n EJ PI PC H/29/OO tmsmtl.dot 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 Carlsbad PCR 00-209 (00-2874) 12/07/00 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PCR OO-209 (00-2874) JURISDICTION: Carlsbad PROJECT ADDRESS: 2910 Capazo Ct. FLOOR AREA: STORIES: 2 Dwelling 4383 Garage 674 HEIGHT: 28 Deck 510 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 11/29/00 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ray Fuller COMPLETED: 12/07/00 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 PCR 00-209 (00-2874) 12/07/00 • 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 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Deferred submittal note on sheet A-1 to be deleted on City's and owners set. 3. The roof framing plan does not match truss calculations provided. For example see placement of girder truss BB at bedroom 2 area. Truss calculations state that this is 16 ft long. Sheet S-4 is showing it hung off girder truss BB which it was not designed for. 4. The Sheets are not reflecting the lower roof framing and upper roof framing at the bedroom 2 pop out. 5. Truss calculations need to reflect axial loads when used for drag. See for example K and E at master bath area. 6. The plans and truss layout must match. Will need approved lateral calculations to verify truss design for required axial loads. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page etc. • The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad PCR OO-209 (OO-2874) 12/07/00 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad 2874) PLAN CHECK NO.: PCR 00-209 (00- DATE: 12/O7/00PREPARED BY: Ray Fuller BUILDING ADDRESS: 291O Capazo Ct. BUILDING OCCUPANCY: R3 Ul TYPE OF CONSTRUCTION: VN BUILDING PORTION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB Valuation Multiplier 1 1994 UBC Building Permit Fee ^r * Reg. Mod. VALUE ($) i 1994 UBC Plan Check Fee Type of Review: D Repetitive Fee Repeats CD Complete Review 81.70 D Structural Only 81.70 D Other 0 Hourly 0.75 Esgil Plan Review Fee 65.36 Comments: % hour deferred trusses submitted Sheet 1 of 1 macvalue.doc IC/3 o\CD C/3o§ CL 1/3 Oo 3 o 00o 3 U) ON i 00 00 a <i 8 H—' *Oo 3, % S LO CO 03 i i i ia33 m i—i i 33 ° SE-! S cji a! 51 S in--^. -^. ~--. -^. 30 n ^°. „, "' 2 2! S ffi = i t^2'~~t!:anjrorv)*fcuim.&.aaotoncsi •—133 - ->~itjii—im CD^ru^rucnrurusPSPaStss31 S rii r\^ = f\XSS iZ Z 2T Z CO I UJ ^a a a a - o > ^ «c-c-c^t-o_._rusca 1^1 ^ «. M. CO. CO i >• u: ""l 2 m :» | ^ A S =sSSi D C3 L/l Im iC3 -UJ ^ t?lf> CO ~»J i-* • -pa g. ji. en ^ ^ i^H ro ro cBro LO S ™™ ^ oo co .m 01 i iig-.-*j ro ru C3. D 3 C I— C3' £ 1 i S S = P3 ? 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