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Home My WebLink About2001 CORDOBA PL; ; CB090648; Permit06-26-2009 Page 1 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Residential Permit Permit No: Building Inspection Request Line (760) 602-2725 CB090648 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Applicant: RAY PURNEL 760 324-2024 2001 CORDOBA PL CBAD RESDNTL 2072401400 $94,849.00 0 0 Sub Type: Lot#: Construction Type: Reference #: Structure Type: Bathrooms: RAD 0 VN PURNEL RES-ADD 105 SF BATH « Status: ISSUED Applied: 04/20/2009 Entered By: RMA Plan Approved: 06/26/2009 Issued: 06/26/2009 Inspect Area: Orig PC#: 2ND FLR, REMODEL 560 SF OF MASTER & ADJACENT BEDROOM, Plan Check*: Owner: KNEPPER MARK&STACEY 2001 CORDOBA PL CARLSBAD CA 92008 Fee Description Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Green Bldg Standards (SB1473) 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 Potable Water Connection Fee Add'l Potable Water Connection Fee Reclaimed Water Connection Fee Add'l Reclaimed Water Connection Fee BUILDING TOTAL CFD Payoff Fee PFF PFF (CFD Fund) License Tax License Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) LFMZ Transportation Fee Sidewalk Fee Plumbing Issue Fee Fixture or Trap Building Sewer Roof Drain Install/Repair Water Line Water Heater and/or Vent Gas Piping System Vacuum Breaker Other Plumbing Fees PLUMBING TOTAL Units Ext Fee FINAL APPROVAL SIGNATURE 10o 0 0 01 0 $623.18 $0.00 $405.07 $0.00 $0.00 $9.48 $1.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,038.73 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $20.00 $70.00 $0.00 $0.00 $0.00 $0.00 $7.00 $0.00 $0.00 $97.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 06-26-2009 Page 2 Fee Description Electric Issue Fee Single Phase per AMP Three Phase per AMP Three Phase 480 Per AMP Remodel/Alteration per AMP Remodel Fee Temporary Service Fee Test Meter Fee Other Electrical Fees ELECTRICAL TOTAL Mechanical Issue Fee Install/Furn/Ducts/Heat Pumps Fee Fireplace Installation Fee Exhaust Fan Fee Installation/Relocation Vent Fee Hood Fee Boiler/Compressor to 15HP Fee Other Mechanical Fee MECHANICAL TOTAL Housing Impact Fee Housing In Lieu Fee Housing Credit Fee Master Drainage Fee Sewer Fee Meter Fee SDCWA Fee HMP Fee Additional Fees TOTAL PERMIT FEES Residential Permit Permit No: CB090648 Units Ext Fee $10.00 0 $0.00 0 $0.00 0 $0.00 0 $0.00 $10.00 $0.00 $0.00 $0.00 $20.00 $15.00 1 $9.00 0 $0.00 2 $13.00 1 $4.50 0 $0.00 0 $0.00 $0.00 $41.50 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $1,197.23 Total Fees:$1,197.23 Total Payments To Date:$277.89 Balance Due:$919.34 uity pf Carlsbad 1635 Faraday Ave., Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax: 760-602-8558 www.cartsbadca.gov Building Permit Application JOB ADDRESS 1OQ ( SUffE»/SPACE»/UNIT# CT/PROJECT ## Of UNITS # BEDROOMS 0 BATHROOMS TENANT BUSINESS NAME DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) CITY STATE ZIP CITY STATE ZIP PHONE •7 C? 0 37.4 - 2-02.4- FAX PHONE FAX EMAIL EMAIL PROPERTY OWNER NAME CONTRACTOR BUS. NAME ADDRESS ADDRESS Sum CITY STATE ZIP CITY STATE ZIP ny PHONE FAX PHONE FAX EMAIL EMAIL . C,o ARCH/DESIGNER NAME & ADDRESS STATE LIC. #STATE LK.0 cuss CITY BUS. UC.# KK. 7WI.5 hiiMss and PrafpsWM We hi/ Otjf, or.Cficnied DwuMt n lit pmisioH «f ttw Cwraaw s bantStclim A)U bf Mf a^feM fcf i pnSwtJKts At afpSontto WORKERS OMPENSATIOJM mpMii«onD*cltntlon:/J>a^al^w^ ' D U)«v« and wfllmalnttfnt certificate o(con8«nl to telt-lnsure lor *^«re'compensalton« 3700 01 «i« Labor Code, tor the performance of to work for which this pennit is issued. LTl have md will maintain workere'compeniatlon, as required by Section 3700 of the LaborC^ number are: Insutanc* Co. ^TATUT F\)A/P Policy No. ExpiraBon Date / - / - /d This section need not be completed if the permit is for one hundred dollars ($100) or less. O Certificate of Exernfrtion: I certify trial in the perfom^ California. WARNING: Failure to secure workers' compensation coverage Is unlawful, and thall 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 m Section 3708 of the Labor code, interest and attorney's fees. ^CONTRACTOR SIGNATURE / henby affirm that I am txtmpt trim Contractor's License Lawtorlhetollawingtuaaa: 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 sate (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or irrqwives thereon, arid who does such work himself or mrouo^ his (^ sate. If, however, the buiWng or improvement Is sold within one year of completion, the owner-builder will have the burden of rjrovlngtto^ O I, as owner of the properly, am exclusively contracting with licensed contractors to constriJCttheproject(Sec. 7044, Business and Professions &xte: The &^ not apply to an owner of property who builds or improves ttwreon, and contracts for such projects with contractors) licensed pursuarH to the extractor's License Law). O I am exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction d trie rjroposed property improvement, a Yes a No 2.1 (have / have not) signed an application for a building permit for the proposed work. 3.1 have contracted wHh the following parson (firm) to provide the proposed construction (Include name address / phone / contractors' license number): 4.1 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 / contractors' license number): 5.1 will provide some of the work, but I have contracted (hired) the following rjersons to rjro\ri* trw work irdta^ (indude ra -£f PROPERTY OWNER SIGNATURE COMPLETE THfS FOR NOW BUILDING PERMITS ONI. f Is the appBcant or Mum bu»*>o, occupant required to tubmlt a businecs plan, a( Presley-Tanner Hazardous Substance Account Act? OYes ONo tam or risk managsfnsnt and p r SseHoM 28686,26633 or 25534 of the Is the app»c»m or future rjuikxng occupant retjuired to oc^ lstrwf»cMtytobecon«truciedwi»^1,QOOfe«lofrr«c>d^ DYes a No EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirni that t^re is a consttucfion tending aoerwy for ^ Lender's Name Lender's Address I hereby authorize representative of the City of Carlsbad to enter upon «»abowmerifaiedpope% to OSHA: An OSHA perrrM is reo^i^ torexcavatons 180 days from the dale of such pern* or if the toWngwvwrkautwWbysu^D ^APPLICANTS SIGNATURE ^4^7/7/1^4=^///^^C DATE Inspection List Permit*: CB090648 Type: RESDNTL RAD Date Inspection Item 01/12/201089 Final Combo 01/12/201089 Final Combo 10/30/2009 17 Interior Lath/Drywall 10/22/2009 18 Exterior Lath/Drywall 10/22/2009 84 Rough Combo 10/14/2009 14 Frame/Steel/Bolting/Weldin 10/14/200924 Rough/Topout 10/14/200934 Rough Electric 10/14/200944 Rough/Ducts/Dampers 10/07/2009 92 Compliance Investigation 08/28/2009 15 08/10/2009 33 07/10/200966 07/07/2009 11 07/06/2009 21 06/29/2009 21 Roof/Reroof Service Change/Upgrade Grout Ftg/Foundation/Piers Underground/Under Floor Underground/Under Floor Inspector PY PY PD PD PD PD PD PD PC PC PC JM MC PC Act AP Rl AP CA AP NR AP NR NR AP AP PA AP AP AP CA PURNEL. RES-ADD 105 SF BATH @ 2ND FLR, REMODEL 560 SF OF MASTER Comments CANCEL ON 9-22-09 COMBO APPROVED ON 9/23 NEW BUILDER TOOK OVER OLD BUILDER HURT ON JOB TOLD HIM TO DRY IN BLDG. AND CALL FOR 89 EMR 400A UPGRADE COLUMNS & WALLS EXT. BATH & 3 COLUMNS, FTG & STEEL Wednesday, January 13, 2010 Page 1 of 1 Structural Inspections LLC *SPECIAL INSPECTION SER VICES* 1661 Vista De Monte Mar El Cajon, CA 92021 Cell: (619) 770-9559 • Fax (619) 588-5955 Project Name:/ Inspection Report Project Address: «•* f C Architect: // | j> c ^ ^, £/ Engineer: i Page:.of Report #:_ Permit #:_ File #: Engineer: / />'?Contractor: jj5 -^f INSPECTION Structural Steel Masonry Concrete Fireproofing V" Epoxy Other: Other: Other: Other: MATERIAL SAMPLING QTY H.S. Bolts Prisms Mortar/Grout Cone. Cylinders Fireproof Other: Other: Other: Other: DSA #: Other: *' MATERIAL DESCRIPTION H.S. Bolts Cone. PSI Grout PSI Mortar PSI -""Steel -** *7 t _5" Elect/Wire Fireproof <^ Other^'^ ^C^V. X /' <^ Other*? " S** /±*~ej2 O ^" INSPECTION CHECKLIST **^" Plans/Specs Clearances Positions *""' Sizes Laps Consolidation _ Torque Ft. Lbs: f ^*" If mtr•^ Other: ^ \ \j(J Other: -t>-& /f IJ r si 7~> CERTIFICATION OF COMPLIANCE: All reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected and does not constitute opinion or project ccmjpol. Inspector: MARIO BATTAGLIA Cert: 350 Signatur |lnsp.Date: ipayl://T t /i-'jripay2: ;Da/3: i ^DaX4: ^D^5: i Time Start: Date i Time Stop: Copies of report submitted to: EsGil Corporation In (Partnership -with government for (Ruidfing Safety DATE: June 24, 2009 Q^ABPLJCANT ~ JURISDICTION: Carlsbad CTTT^NREVIEWER a FILE PLAN CHECK NO.: 090648 SET: III PROJECT ADDRESS: 2001 Cordoba Place PROJECT NAME: SFD Remodel/Addition for Anderson/ Purnel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI 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: Ray Purnel 68-393 Moonlight Drive, Cathedral City, CA 92234 XI 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: Ray Telephone #: (760) 324-2024 Date contacted: (by: ) Fax #: 9480 Mail Telephone Fax In Person XI REMARKS: Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter) FOR THE CITY STAFFS CONSIDERATION. .__' By: Bert Domingo Enclosures: EsGil Corporation D GA D MB D EJ D PC 6/18/09 9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858)560-1468 * Fax (858) 560-1576 EsGil Corporation In iPartnersHi-p with government for(BuiCtfing Safety DATE: May 29, 2009 JURJ; JURISDICTION: Carlsbad Q PLAN REVIEWER a FILE PLAN CHECK NO.: 090648 SET: II PROJECT ADDRESS: 2001 Cordoba Place PROJECT NAME: SFD Remodel/Addition for Anderson/Purnel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Ray Purnel 68-393 Moonlight Drive, Cathedral City, CA 92234 Esgil Corporation staff did not advise the applicant that the plan check has been completed. XI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ray Telephone #: (760) 324-2024 Date contacted-f/^M (by^&3, Fax #: 9480 Mail ^/Telephone Fax (Xln Person REMARKS: By: Bert Domingo Enclosures: EsGil Corporation D GA D MB D EJ D PC 5/21/09 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 + (858)560-1468 ^ Fax (858) 560-1576 Carlsbad O9O648 May 29, 2009 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2001 Cordoba Place PLAN CHECK NO.: 090648 SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/21/09 REVIEWED BY: Bert Domingo DATE RECHECK COMPLETED: May 29, 2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit prints to: new complete sets of B. 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. C. 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. D. 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? QYes QNo Carlsbad 090648 May 29, 2009 • PLANS 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions CodeV ). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. • EXITS, STAIRWAYS, AND RAILINGS 9. Guards (Section 1013): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. PLEASE SUBMIT CALCULATIONS. AGAIN PLEASE SUBMIT CALCULATIONS. ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS. PLEASE CROSS REFERENCE THE SAME TO THE FRAMING PLAN. • FRAMING 13. PLEASE SUBMIT COMPLETE CALCULATIONS (LATERALLY AND VERTICALLY) FOR THE STRUCTURAL ELEMENTS BUT NOT LIMITED TO THE FOLLOWING: a) THE NEW RAFTERS AND THE EFFECT TO THE EXISTING TRUSSES. THE REQUESTED ANALYSIS DUE TO THE IMPOSITION OF THE NEW RAFTERS TO THE EXISTING TRUSSES SEEMS NOT RESPONDED TO. b) THE MASONRY WALLS AND THE COLUMNS. PLEASE SHOW ON THE DETAILS THE CLEARANCE OF THE REBARS FROM THE FACE OF THE WALLS/COLUMNS. Carlsbad 090648 May 29, 2009 c) THE LATERAL SUPPORT OF THE MASONRY DUE TO THE OUT OF PLANE LOADING. PLEASE SEE THE PARTIAL HEIGHT STUD WALLS ALSO. IT IS NOT CLEAR HOW THE TOP OF THE MASONRY WALL WOULD BE LATERALLY SUPPORT FROM THE OUT OF PLANE LOADING. d) CALCULATIONS FOR THE FOUNDATION. THE FOUNDATION FOR THE MASONRY WALL COULD BE REINFORCED TOP AND BOTTOM DUE TO THE REVERSAL EFFECT OF THE LATERAL LOAD. • ENERGY CONSERVATION 25. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. PLEASE HAVE THE OWNER/DESIGNER SIGN THE SPACE PROVIDED FOR ON THE CF-1R FORM. 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 a No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 09O648 May 29, 2O09 RECHECK CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 20O1 Cordoba Place PLAN CHECK NO.: 09O648 SET: II DATE PLAN RECEIVED BY ESGIL CORPORATION: 5/21/09 REVIEWED BY: Bert Domingo DATE RECHECK COMPLETED: May 29, 2009 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the Building Code, Plumbing Code, Mechanical Code, 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. The approval of the plans does not permit the violation of any state, county or city law. A. Please make all corrections on the original tracings and submit prints to: new complete sets of B. 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. C. 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. D. 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? UYes A) (?et? Carlsbad O90648 May 29, 20O9 • PLANS \/ 1 . Please make all corrections, as requested in the correctionjist. Submit three new complete sets of plans for commercial/industrial projects^two)sets of plans for residential projects). For expeditious processing, corrected sets canTJe submitted in one of two ways 1 . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. A £^T OF PUM£ ftw9 &S&1 MSgUvg, f¥& £aQN/£errf-r T*> 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 EsGi! Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). ). THIS WILL BE CHECKED WHEN ALL THE ITEMS BELOW ARE MET. • EXITS, STAIRWAYS, AND RAILINGS / 9. Guards (Section 1013): Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. PLEASE SUBMIT CALCULATIONS. AGAIN PLEASE SUBMIT CALCULATIONS. ANY RECOMMENDATIONS SHOULD BE DETAILED ON THE PLANS. PLEASEJCROSS REFERENCE THE SAME TO THE FRAMING PLAN. • FRAMING y 13. PLEASE SUBMIT COMPLETE CALCULATIONS (LATERALLY AND VERTICALLY) FOR THE STRUCTURAL ELEMENTS BUT NOT LIMITED TO THE FOLLOWING: a) THE NEW RAFTERS AND THE EFFECT TO THE EXISTING TRUSSES. THE REQUESTED ANALYSIS DUE TO THE IMPOSITION OF THE NEW RAFTERS TO THE EXISTING TRUSSES SEEMS NOT RESPONDED b) THE MASONRY WALLS AND THE COLUMNS. PLEASE SHOW ON THE DETAILS THE CLEARANCE OF THE REBARS FROM THE FACE OF THE WALLS/COLUMNS. Carlsbad O90648 May 29, 2OO9 c) THE LATERAL SUPPORT OF THE MASONRY DUE TO THE OUT OF PLANE LOADING. PLEASE SEE THE PARTIAL HEIGHT STUD WALLS ALSO. IT IS NOT CLEAR HOW THE TOP OF THE MASONRY WALL WOULD BE LATERALLY SUPPORT FROM THE OUT QF PLANE LOADING. d) CALCULATIONS FOR THE FOUNDATION^ THE FOUNDATION FOR THE MASONRY WALL COULD BE REINFORCED TOP AND BOTTOM DUE TO THE REVERSAL EFFECT OF THE LATERAL LOAD. • ENERGY CONSERVATION 25. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. PLEASE HAVE THE OWNER/DESIGNER SIGN THE SPACE PROVIDED FOR ON THE CF-1R FORM. 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 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 Bert Domingo at Esgil Corporation. Thank you. EsGil Corporation In (Partnership with government for (Ruitding Safety DATE: April 28, 2O09 a APPLICANT JURISDICTION: Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO.: 090648 SET: I PROJECT ADDRESS: 20O1 Cordoba Place PROJECT NAME: SFD Remodel/Addition for Anderson/Purnel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Ray Purnel 68-393 Moonlight Drive, Cathedral City, CA 92234 Esgil Corporation staff did not advise the applicant that the plan check has been completed. X Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Ray Telephone #: (760) 324-2024 (dfjf*\i£i^ A3 6-t/ Date contacted :tf |£$/oC) (by: r'L ) Fax #: 9480 Mail ^ Telephone Fax&x In Person REMARKS: By: Bert Domingo Enclosures: EsGil Corporation D GA D MB D EJ D PC 4/21/09 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 + Fax (858) 560-1576 Carlsbad O9O648 April 28, 2O09 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: O9O648 JURISDICTION: Carlsbad PROJECT ADDRESS: 2001 Cordoba Place FLOOR AREA: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: April 28, 2009 STORIES: TWO HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 4/21/09 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2007 edition of the California Building Code (Title 24), which adopts the following model codes: 2006 IBC, 2006 UPC, 2006 UMC and 2005 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2006 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad O9O648 April 28, 2OO9 • PLANS 1. Please make all corrections, as requested in the correction list. Submit three new complete sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building 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. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Plans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations.. (California Business and Professions Code). 4. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2007 California Building Code, which adopts the 2006 IBC, 2006 UMC, 2006 UPC and the 2005 NEC. Carlsbad 090648 April 28, 20O9 • FIRE PROTECTION 5. Show locations of permanently wired smoke alarms with battery backup as follows (Section 907.2.10.1.2): PLEASE SEE ITEM 6 BELOW. a) Inside each bedroom. b) On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. c) In each story within a dwelling unit, including basements. • NOTE: Where more than one smoke alarm is required to be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the unit. Section 907.2.10.3. 6. Where an addition, alteration or repair to an individual dwelling unit or guestroom in Group R requires a permit, battery-operated smoke alarms shall be installed in the existing construction in accordance with the preceding item. Section 907.2.10.5.2. PLEASE SEE ITEM 5 ABOVE. • GENERAL RESIDENTIAL REQUIREMENTS 7. Bathrooms shall be mechanically ventilated in accordance with the mechanical code (openable windows are no longer acceptable). CBC Section 1203.4.2.1. 8. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.3 (see exceptions): a) Doors and enclosures for bathtubs and showers and in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. b) Fixed and sliding panels of sliding door assemblies and panels in swinging doors other than wardrobe doors. • EXITS, STAIRWAYS, AND RAILINGS 9. Guards (Section 1013): a) Openings between railings shall be less than 4". THE CABLE SHOULD BE TIGHT TO COMPLY WITH THE REQUIREMENT. b) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Section 1607.7. PLEASE SUBMIT CALCULATIONS. Carlsbad O9O648 April 28, 2OO9 • ROOFING 10. Show the required attic ventilation on the plans. Show "area required" and "area provided." The net free ventilating area shall not be less that 1/150th of the area of the space ventilated. Further, 50% of the opening area must be provided with ventilators in the upper portion (at least 3' above eave or cornice) with the balance of ventilators provided by eave or cornice vents. Exception: 1/300th ventilation area is permitted where, in addition to the requirements above, a vapor retarder is installed on the warm side of the attic insulation. Section 1203.2. 11. Show location of attic access with a minimum size of 20"x30", unless the maximum vertical headroom height in the attic is less than 30 inches. Access must be provided to each separated attic area. Section 1209.2. • CONCRETE AND MASONRY 12. Provide detailing on the plans to show veneer attachment to the stud walls, in accordance with Section 1405. • FRAMING 13. PLEASE SUBMIT COMPLETE CALCULATIONS (LATERALLY AND VERTICALLY) FOR THE STRUCTURAL ELEMENTS BUT NOT LIMITED TO THE FOLLOWING: a) THE NEW RAFTERS AND THE EFFECT TO THE EXISTING TRUSSES. b) THE MASONRY WALLS AND THE COLUMNS. c) THE LATERAL SUPPORT OF THE MASONRY DUE TO THE OUT OF PLANE LOADING. PLEASE SEE THE PARTIAL HEIGHT STUD WALLS ALSO. d) PLEASE SHOW DETAIL HOW THE DECK/BALCONY FLOOR SYSTEM WOULD BE SUPPORTED AT THE BUILDING LINE. e) CALCULATIONS FOR THE FOUNDATION. 14. Provide complete structural details on the plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. Section A106.1.1. 15. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Section A106.1.1. Carlsbad O90648 April 28, 2009 16. Sill plate size and anchorage. [S333H31 Anchor bolts shall be provided with square washers in accordance with Section 2305.3.11. Show the 3" square x 0.229" plate on the plans. 17. Specify on the plans the plywood grade and panel span rating. IBC, Table 2304.7. 18. The following design loads shall be clearly indicated on the construction documents. (Section 1603.1) • Floor live load. Uniformly distributed, concentrated, and impact live load, including any live load reductions used, should be indicated. • Roof live load. Each roof live load used should be indicated. • Wind load. The following information should be provided, (Section 1603.1.4) o Basic Wind speed (3-second gust), mph o Wind importance factor, I, and building category o Wind exposure o Applicable internal pressure coefficient o Components and cladding (the design wind pressure in terms of psf to be used for the design of exterior component and cladding materials not specifically designed by the registered design professional • Seismic design data. The following information should be provided. (Section 1603.1.5) o Seismic importance factor, IE and occupancy category o Mapped spectral response accelerations Ss and Si o Site class o Spectral response coefficients SDS and SD-I o Seismic design category o Basic seismic-force-resisting system(s) o Design base shear o Seismic response coefficient(s), Cs o Response modification factor(s), R Carlsbad O90648 April 28, 20O9 • Special Inspection of Materials and Construction 19. The plans shall indicate that special inspection will be provided for the following work. (Section A106.1) a) Masonry construction. Special inspection should be provided for all masonry construction in accordance with Section 1704.5.2 and Table 1704.5.1 (Section 1704.5.2 and Table 1704.5.3) • ELECTRICAL 20. Note on the plans that receptacle outlet locations will comply with CEC Article 210.52(A). 21. Per CEC Article 210.11(C)3, note on the plans that bathroom circuiting shall be either: a) A 20 ampere circuit dedicated to each bathroom, or b) At least one 20 ampere circuit supplying only bathroom receptacle outlets. 22. Show on the plans a wall receptacle adjacent to each lavatory in the bathroom. CEC Article 210.52(0). THE SAME SHOULD BE GFCI PROTECTED. • ENERGY CONSERVATION 23. Provide plans, calculations or worksheets to show compliance with current energy standards. 24. The version of the energy computer program that you have used is no longer current. Provide new calculations, using acceptable updated residential computer energy programs. As of May 1, 2007, they are the following: • Micropas7.0, 7.1,7.2, & 7.3 • EnergyPro4.1,4.2, 4.3, & 4.4 • eQuest/D2Comply 3.6 25. The regulations require a properly completed and properly signed Form CF-1R (4 pages) to be either imprinted on the plans, taped to the plans or "sticky backed" on the plans, to allow the building inspector to readily compare the actual construction with the requirements of the approved energy design. 26. Specify, on the building plans, that all of the mandatory energy features are indicated on the plans and specifications or include a completed MF-1R form on the plans. Carlsbad O9O648 April 28, 2O09 27. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): a) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a manually-on occupancy sensor. b) All other rooms require any installed fixtures to be high efficacy or be controlled by a manually-on occupancy sensor or dimmer. (Closets under 70 square feet are exempt). c) Outdoor lighting fixtures are required to be high efficacy or controlled by a combination photocontrol/motion sensor. Note: Generally a high efficacy style of fixture is fluorescent complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR lamps do not comply. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes Q No a The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Bert Domingo at Esgil Corporation. Thank you. Carlsbad 09O648 April 28, 2009 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE (REVISED 5/1/09) JURISDICTION: Carlsbad PLAN CHECK NO.: 090648 PREPARED BY: Bert Domingo BUILDING ADDRESS: 2001 Cordoba Place DATE: April 28, 2O09 BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: V N BUILDING I AREA PORTION ( Sq. Ft.) A£M0££L- ADDITION B i/T ^/"\M\/ BALCONY Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 7Hf 105 K& /- 120 1215 cb Rlrln Pprmit FPP hv Drrlinanrp ^ Valuation Multiplier ?/)tyAMrfd/ 121.94 14.40 3.88 By Ordinance Reg. Mod. VALUE ($) 88,407 1,728 4,714 94,849 $575.25" I Plan Check Fee by Ordinance ^ j Type of Review: f? Complete Review I~" Repetitive Fee Repeats r Other P Hourly EsGil Fee Structural Only Hr. @ * $373.91 $322.14 Comments: Sheet 1 of 1 macvalue.doc + of Carlsbad Public Works — Engineering BUILDING PLANCHECK CHECKLIST DATE:PLANCHECK NO.: CB BUILDING ADDRESS: 2-00 I PROJECT DESCRIPTION: RAD ASSESSOR'S PARCEL NUMBER:JLO~l -EST. VALUEDf i 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. D A Right-of-Way permit is required prior to construction of the following improvements: DENIAL Please seethe attached report of deficiencies marked wtfn D J Make necessary corrections to plans or specineattdns for compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. Date: Date: Date: By: By: FOR OFFICIAL USE ONLY ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT: Date: ATTACHMENTS D Dedication Application/Checklist U Encina Wastewater Screening Survey D Encroachment Application/Checklist D Grading Permit Application D Grading Plan Application/Checklist D Improvement Application/Checklist D Neighborhood Improvement Agreement D Right-of-Way Permit Submittal Checklist and Information Sheet r/IV! Storm Water Compliance Forms fj Other ENGINEERING DEPARTMENT CONTACT PERSON Name: _ Linda Ontiveros City of Carlsbad Address: 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: (760) 602-2773 Fax: (760)602-1052 Email: lonti@ci.carlsbad.ca.us CFD INFORMATION Reference No(s): iB/g-JZA / Lot No.: Recordation: Subdivision/ Carlsbad Tract: (,A&0|\JA 602-2720 • FAX (760) 6O2-8562 BUILDING PLANCHECK CHECKLIST ,RD D SITE PLAN 1. Provide a fully dimensioned site plan drawn to scale. Show: A. North Arrow B. Existing & Proposed Structures C. Existing Street Improvements D. Property Lines E. Easements B. C. D. Right-of-Way Width & Adjacent Streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service J. Existing or proposed irrigation service T?4A-T 2. Show on site plan: Drainage Patterns -pLAhl^ -^CW IT £.,ONS> TO 1. Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." Existing & Proposed Slopes and Topography Size, type, location, alignment of existing or proposed sewer and water service (s) that serves the project. Each unit requires a separate service, however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. 3. Include on title sheet: A. Site address B. Assessor's Parcel Number C. Legal Description For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. EXISTING PERMIT NUMBER DESCRIPTION BUILDING PLANCHECK CHECKLIST 3RD DISCRETIONARY APPROVAL COMPLIANCE 4a. Project does not comply with the following Engineering Conditions of approval for Project No. d C] 4b. All conditions are in compliance. Date: DEDICATION REQUIREMENTS D D 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 17,000 , pursuant to Carlsbad Municipal Code Section 18.40.030. Dedication required as follows: Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate legal description together with an 8 W 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 L"H CH 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 $ 82,000 , pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: Attached please find an application form and submittal checklist for the public improvement requirements. A registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed application form and the requirements on the 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: BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD IMPROVEMENT REQUIREMENTS continued D D EH 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 $441 so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit. Future public improvements required as follows: 6c. Enclosed please find your Neighborhood Improvement Agreement (NIA). Please return agreement signed and notarized to the Engineering Department. Completed by: Date: 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 15.16.010 of the Municipal Code. 7a. Inadequate information available on Site Plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill import, export). This information must be included on the plans. 7b. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted together with the completed application form attached. NOTE: The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit. Grading Inspector sign off by: __ _ Date: _ ___ EH CD D 7c. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) £/ [U C] 7d .No Grading Permit required. D D D 7e. If grading is not required, write "No Grading" on plot plan. BUILDING PLANCHECK CHECKLIST RD3 D MISCELLANEOUS PERMITS RIGHT-OF-WAY PERMIT 8. A Right-of-Way permit is required to do work in City Right-of-Way and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. To see requirements, visit our website: www.carlsbadca.gov/engineering Right-of-Way permit required for: D INDUSTRIAL WASTE PERMIT 9. If your facility is located in the City of Carlsbad sewer service area, you need to contact the Carlsbad of Carlsbad, Development Services Division, located at 1635 Faraday Avenue, Carlsbad, CA 92008. City Staff can provide forms and assistance. You may telephone (760) 602-2750 for assistance D D D NPDES PERMIT 10. 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. STORM WATER COMPLIANCE 10a.ljires Project Storm Water Permit: PSP I/Tier II (Requires SWPPP) - Please complete attached forms 0 Exempt - Please complete attached Storm Water bxemption form DEVELOPMENT FEES 11. Q Required fees are attached D More information needed 1 No fees required BUILDING PLANCHECK CHECKLIST WATER METER REVIEW 12a. Domestic (potable) Use Ensure that the meter proposed by the owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. • All single family dwelling units receive "standard" 1" service with 5/8" meter. • All residential units that need to be fire sprinkled receive a 1" meter. See Carlsbad Municipal Code Section 17.04.230 for Automatic fire extinguishing systems criteria. • 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). 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). NOTE: Upon declaration of Drought Response Level 3 condition, no new potable water service shall be provided and no new temporary meters or permanent meters shall be provided. See Ordinance 44 for more information. 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must provide these calculations. Please follow these guidelines: • If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at the water meter station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled "W". The irrigation service should look like: STA 1+00 Install 2" service and 1.5: meter (estimated 100 gpm) If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans (w/ a right of way permit of course), then the applicant must provide irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach). Typically, the landscape consultant has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. BUILDING PLANCHECK CHECKLIST 1ST 2ND 3RD WATER METER REVIEW continued 12b. Irrigation Use (continued) 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 gprn use per head) • Include a 10% residual pressure at point of connection In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SFD with no HOA). As long as the project is located within the City recycled water service boundary, the City is in the process of switching these irrigation services/meters to a new recycled water line CD CD 12c. Irrigation Use (where recycled water is available) Recycled water meters are sized the same as the irrigation meter above. • 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, the City of Carlsbad cannot guarantee the refund. The applicant must deal with the SDCWA for this. CD CD CD 13. Additional Comments: 0 0) ffi CO (0 COQ D Q PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No. CB090648 Address 2001 CORDOBA PL Planner GINA RUIZ Phone (760) 602- 4675 APN: 207-240-14-00 Type of Project & Use: SFR-ADDITION Net Project Density: DU/AC Zoning: R-1-8000 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: Circle One (For non-residential development: Type of land used created by this permit: JO _COn n DD D D n n n n Legend: £<] Item Complete Environmental Review Required: DATE OF COMPLETION: Item Incomplete - Needs your action YES D NO 13 TYPE Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: YES n NO Kl TYPE Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES Kl NO Q CA Coastal Commission Authority? YES Q NO fg[ If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): EXEMPT Habitat Management Plan Data Entry Completed? YES D NO 03 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) Inclusionary Housing Fee required: YES [H NO ^ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 Site Plan: El D D DD D D D D Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES D NO [x] 2. Project complies: YES D NCQ Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required 201 Shown 20' Required 7.6' Shown 7.6' Required N/A Shown N/A Required 15.2' Shown 27' Required 15.4' Shown 27' 2. Accessory structure setbacks: Front: Interior Side: Street Side: Rear: Structure separation: Required Required Required Required Required Shown Shown Shown Shown Shown 3. Lot Coverage: 4. Height: 5. Parking: Required 40% MAX Shown 24% Required 30' MAX Shown 221 Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown IEI D D Additional Comments OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GR DATE 4/20/09 H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08 B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lie. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax May 29, 2009 Mr. Michael T. McAuliffe McAuliffe & Company, Inc. 37-707 Colebridge Street Palm Desert, CA 92211 RE: Plan Check - Purnel Residence Remodel & Addition, 2001 Cordoba Place Carlsbad, CA 92008 9) Guards - Handrail - See calcs for handrail design. - See revised details 16/S-4, 17/S-4, and 4/S4.1. 13a) See calcs from truss manufacturer. 13b) See revised structural details 3/S-4, 6/S-4, 5/S-4.1, 6/S-4.1, and 8/S-4.1. 13c) See pg.58 of the structural calcs for jamb check, none required. Plans call for (2)-#5 vertical at center and each end. See added detail 10/S-4.1. 13d) See revised structural details 3/S-4, 4/S-4, 5/S-4, and 6/S-4. Please call me at (760) 568-3553 if you have any questions or would like to discuss this matter. Sincerely, irian Gottlieb, P.E. cc: file B.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lie. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax Purnel Residence Remodel & Addition Michael T. McAuIiffe 37-707 Colebridge Street Palm Desert, CA. 92211 Job Number: 903.09 May 29,2009 Plan Check VALID ONLY IF SIGNED IN RED PROJECT 'Purnel Residence Remodel & Addition ITEM Handrail B.C. STRUCTURAL ENGINEERING SHEET NO. JOB NO. 903.09 DATE June 2009 ENGINEER sc 14V Vv/ = 14 Vx W fT -t-1 4 10& PROJECT Purnel Residence Remodel & Addition ITEM Handrail B.G. STRUCTURAL ENGINEERING SHEET NO. JOB NO. 903.09 DATE June 2009 ENGINEER sc &z B.G Structural Engineering, Inc. 43r100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job # 903.09 Printed: 3 JUN 2009, 8:56AM . fi)KS:\EC6 -DAT/\\90|.09 pumel family residence addition.ec6:r "8, Vet6.0.221, :N:68097; Lie. # : KW-06008402 Description: Handrail Material Properties,- - License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method: Allowable Stress Design Beam Bracing : Completely Unbraced Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy : Steel Yield : E: Modulus : 35.0 ksi 29,000.0 ksi D(005) Pipe1-1/2STD, Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D = 0.050 k/ft, Tributary Width = 1.0 ft DES/GW SUMMRY ' •. . ^^MSmRSS^^m Maximum Bending Stress Ratio =0.143 : 1 Maximum Shear Stress Ratio = Section used for this span Pipe1-1/2STD Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio jS^IMttlpreeSC^ressesflFpf Lbaa^oi^Briatfo Load Combination Max Stress Ratios Segment Length Span* M V Overall MAXimum Envelope Dsgn.L= 4.00ft 1 0.143 0.022 +D Dsgn.L= 4.00ft 1 0.143 0.022 +D+L+H Dsgn.L= 4.00ft 1 0.143 0.022 +D+ir+H Dsgn.L= 4.00ft 1 0.143 0.022 - OveraHMaximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl 0.105k-ft 0.735 k-ft +D 2.000ft Span # 1 0.000 in 0.000 in 0<360 0.036 in 0.000 in 1332 ns Mmax + Mmax - 0.11 0.11 0.11 0.11 "» Location in Span Section used for this span Vu : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Ma -Max Mnx Omega*Mnx Cb 0.11 1.23 0.74 1.14 0.11 1.23 0.74 1.14 0.11 1.23 0.74 1.14 0.11 1.23 0.74 1.14 Load Combination 0.022 : 1 Pipe1-1/2STD 0.1054 k 4.716 k +D 0.000 ft Span # 1 Summary of Shear Values Rm VaMax Vnx Omega*Vnx 1.00 0,11 7.88 4.72 1.00 0.11 7,88 4.72 1.00 0.11 7.88 4.72 1.00 0.11 7.88 4.72 Max. "+" Defl Location in Span 2020DOnJy __ _ 1 00360 Maximum Deflections for Load Combinations^Unfactored Loads 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.0360 2.020 ~ Support notation : Far left is #1 0.0000 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly 0.105 0.105 0,105 B.G Structural Engineering, Inc. 43-100 6ook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 3 JUN 2009. 8:56AM Steel Beam Design Lie. # : KW-06008402 Description: Handrail ^ Steel Sectiofi^Properties : J>jpe1^72STD File S \EC6 -DATA^03.09 fiurnel family residence addition.ecB ENERCAtG,INC.:1983-20d8,Ver:B:0.221, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Depth Diameter Wall Thick Area Weight 1.900 in 1.900 in 0.135 in 0.750 inA2 2.720 plf Ixx Sxx Rxx Zx lyy Syy Ryy i = = = = = 0.29 inA4 0.31 inA3 0.626 in 0.421 in*3 0.293 in*4 0.309 inA3 0.626 in J = 0.586 inA4 Ycg 0.950 in B.G Structural Engineering, Inc. ' 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Job # 903.09 Dsgnr: SC Project Desc.: Project Notes: Printed: 3JUN2009, 8:57AM Steel Beam design Lie. # : KW-06008402 Description: Handrail w/ Point Load Material Properties ~ ^ File S \EC6 -DATA\9Q3.09 Rurriel farSijy residence addition:ec6 ENERCAlS, lNfcl98£2Q08, VenAO.221, N;68097 ;. License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007,13th AISC Analysis Method: Allowable Stress Design Beam Bracing: Completely Unbraced Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Fy: Steel Yield: 35.0 ksi E: Modulus: 29,000.0 ksi Pipe1-1/2STD, Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.050 k/ft, Tributary Width = 1.0 ft Point Load: D = 0.20 k @ 2.0 ft coismsMMAw -r - *•'?;"" V-- . Maximum Bending Stress Ratio = I.1*"I 0.415 : 1 Maximum Shear Stress Ratio = Section used for this span Pi pel -1/2STD Mu : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.305 k-ft 0.735 k-ft +D 2.000ft Span # 1 0.000 in 0.000 in 0<360 0.091 in 0.000 in 529 Section used for this span Vu : Applied Vn/Ornega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.044 : 1 Pipe1-1/2STD 0.2054 k 4.716 k +D 0.000 ft Span # 1 ,, -,- J ~- SfifiSMjpSEISBSiSgi-i jtTS j;f«*JaSStSB»;BfMjSSaBfv- :•: -f-,-Ty^'-'-,Mrnm^m^M^ii^ss^o]^^i^^f^<)n^ Load Combination Max Stress Ratios Segment Length Span* M V Overall MAXimum Envelope Dsgn.L= 4.00ft 1 0.415 0.044 +D Dsgn. L= 4.00ft 1 0.415 0.044 +D+L+H Dsgn.L= 4.00ft 1 0.415 0.044 +D+Lr+H Dsgn. L= 4.00ft 1 0.415 0.044 OveralLMaximum Deflections - Unfactored Loads Mmax + Mmax - 0.31 0.31 0.31 0.31 • Summary of Moment Values Ma -Max Mnx Omega*Mnx Cb Rm 0.31 1.23 0.74 1.25 1.00 0.31 1.23 0.74 1.25 1.00 0.31 1.23 0.74 1.25 1.00 0.31 1.23 0.74 1.25 1.00 Summary of Shear Values Va Max Vnx Omega*Vnx 0.21 7.88 4.72 0,21 7.88 4.72 0,21 7.88 4.72 0.21 7.88 4.72 Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span _..^__^_. _ 1 _ .,0,0907 2.020. w Maximum-Deflections for Load Combinations, • Unfactored Loads _ 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 Vertical Reactions • Unfactored. - 0.0907 2.020 Support notation: Far left is #1 0.0000 0.000 Load Combination Overall MAXimum DOnly Support 1 Support 2 0.205 0.205 0.205 0.205 B.G Structural Engineering, Inc. ' 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Pumel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job# 903.09 Printed: 3 JUN 2009, 8:57AM : KW-06008402 License Owner : BG STRUCTURAL ENGINEERING INC. Description : Handrail w/ Point Load Depth Diameter Wall Thick Area Weight = = = = = 1.900 in 1.900 in 0.135 in 0.750 inA2 2.720 plf Ixx Sxx Rxx Zx lyy Syy Ryy I = = = = = 0.29 inA4 0.31 inA3 0.626 in 0.421 inA3 0.293 inM 0.309 inA3 0.626 in J = 0.586 in*4 Ycg 0.950 in B.G Structural Engineering, Inc. 143r100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job* 903.09 Printed: 3 JUN 2009, 8:56AM Steel Column ^ffSJf-ff^fjJffl^ft^!^^!^ Description: Handrail Post File S \EC6 -DATA\903 09 purnel family residence addjtioji.ecS ' ENERCALC, INC 198^2008, Ver 6 0 221, 1*68097; License Owner : BG STRUCTURAL ENGINEERING INC. General Information:Code Ref : 2006 IBC, AISC Manual 13th Edition Steel Section Name: Analysis Method: Steel Stress Grade Fy: Steel Yield E: Elastic Bending Modulus Load Combination: Applied Loads Overall Column Height 3.50 ft Top & Bottom Fixity Top Free, Bottom Fixed Pipe1-1/2STD 2006 IBC & ASCE 7-05 , A-53, Grade B, Fy = 35 ksi, Carbon Steel 35.0 ksi Brace condition for deflection (buckling) along columns: 29,000.0 ksi X-X (width) axis: Unbraced Length for X-X Axis buckling = 3.5ft, K = 2.1 Allowable Stress ^ (depth) axis .-Unbraced Length for Y-Y Axis buckling = 3.5 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Column self weight included: 9.520 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 3.50 ft, 0 = 0.1050 k BENDING LOADS... Lat. Point Load at 3.50 ft creating Mx-x, D = 0.20 k kbiSHsN SUMMARY ^ ™ — — Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pu: Axial Pn / Omega: Allowable Mu-x: Applied Mn-x / Omega: Allowable Mu-y: Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are... Vu: Applied Vn / Omega: Allowable 0.9621 :1 +D 0.0 ft 0.1145 k 5.661 k 0.70 k-ft 0.7353 k-ft 0.0 k-ft 0.7353 k-ft Maximum SERVICE Load Reactions .. TOJP along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.20 k Maximum SERVICE Load Deflections... Along Y-Y -0.5784 in at for load combination :D Only Along X-X 0.0 in for load combination: at 3.50ft above base 0.0ft above base 0.04241 :1 +D 0.0 ft 0.20 k 4.716 k Load Combination Results Load Combination +D +D+L+H +D+Lr-HH Maximum Axial + Bending Stress Ratio Status 0.962 0.962 0.962 PASS PASS PASS Stress Ratios Location 0.00ft 0.00ft 0.00ft Maximum Shear Ratios Stress Ratio Status Location 0.042 0.042 0.042 PASS PASS PASS 0.00 ft 0.00 ft 0.00 ft Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction ©Base @TopLoad Combination DOnly Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance DOnly Y-Y Axis Reaction @ Base @ Top ~0200 Max. Y-Y Deflection Distance 0.0000 in 0.000 ft -0.573 in 3.477 ft B.G Structural Engineering, Inc. '43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 3 JUN 2009, 8:56AM Steel Column Lie. # : KW-06008402 Description: Handrail Post Steel SectioniPrbperties : Pipe1-1/2STD Rle S \EC6-DATA\9Q3:09.pumel family residence additiorLecS- ENERCAtklNG. 1983^2008, Ver 6.0221, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Depth Web Thick Flange Width Flange Thick Area Weight = = = = = = 1.900 in 0.000 in 1.900 in 0.145 in 0.750 in"2 2.720 plf I XX = Sxx Rxx = lyy Syy Ryy 0.29 inM 0.31 inA3 0.626 in 0.293 inM 0.309 inA3 0.626 in J = 0.586 inM Ycg 0.000 in <<VP* Loads * M a. Loads are total entered value. Arrows do not reflect absolute direction. E.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lie. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax May 12, 2009 Mr. Michael T. McAuliffe McAuliffe & Company, Inc. 37-707 Colebridge Street Palm Desert, CA 922 11 RE: Plan Check - Pumel Residence Remodel & Addition, 2001 Cordoba Place Carlsbad, CA 92008 13) Framing: a, b, c, and e - see calcs d) See detail 21/S-4, 24/S-4, and 25/S-4 for floor framing 14) See structural detail sheets S-4, S-4.1, and S-5. 15) See structural sheets, S-l and S-l.l for general notes and general details. Also, see structural sheets, S-2 and S-3 for foundation and framing notes as well as the shear wall schedule. 16) See structural sheets, S-2 and S-3 of the shear wall schedule for sill plate sizes and anchorage. 17) See structural sheets, S-2 and S-3 for shear wall schedule for plywood. 18) See calcs, p.l for load sheet and structural sheet S-3 for floor and roof loads. See calcs, pg. 46-52 for wind design value. See calcs, p. 44 for seismic design values. See pg. 43-58 for all lateral calcs. See structural sheet S-l for design data. 19) See structural detail sheets, S-4 and S-4.1 for masonry special inspection note. Specifically details 3/S-4, 6/S-4, 5/S-4.1, 6/S-4.1, and 8/S-4.1. See structural sheet S-l.l for special inspection requirements for masonry. Please call me at (760) 568-3553 if you have any questions or would like to discuss this matter. Sincerely, /• ^"Lf Brian Gottlieb, P.E. cc:file VALID ONLY IF SIGNED IN RED E.G. STRUCTURAL ENGINEERING BRIAN GOTTLIEB - CIVIL ENGINEER - Lie. No. C33047 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 (760) 568-3553 (760) 568-5681 Fax Purnel Residence Remodel & Addition Michael T. McAuliffe 37-707 Colebridge Street Palm Desert, CA. 92211 Job Number: 903.09 May 12, 2009 VALID ONLY IF SIGNED IN RED Table Of Contents Loads 1-3 Rafters (Roof & Floor) 4-10 Beams (Roof & Floor) 11- 24 Columns 25- 29 Footings • 30-40 Lateral 41-58 Shear Wall Schedule 59 Purnel Residence Remodel & Addition 903.09 Loads Dead Load - Flat Roof Roofing 5.0 Plywood 2.0 Trusses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. Dead Load - Floor Flooring 5.0 Plywood 2.0 Trasses 3.0 Insulation 2.0 Ceiling 4.0 Miscellaneous 2.0 Total 18.0 P.S.F. Live Load Roof 20.0 P.S.F. Floor 40.0 P.S.F. Balcony 60.0 P.S.F. I I I I I I I I I I I I I I I I I I I I I I I I I I I I o "TOo<a m 73m om 73m oom oo CO CD O F I I -III I I I oo70 -0c. p 70mCO om 70m oom 8? og CO *- 00 b Ol PROJECT • 'Purnel Residence Remodel & Addition ITEM Rafters B.G. STRUCTURAL ENGINEERING SHEET NO. ^L JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc Ji 2x6, <£ 24-" OC \N 2-40 B.G Structural Engineering, Inc. 43-100" Cook Street, Suite 203 Palm Desert, CA 92211 • 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job# 903.09 Printed: 5 MAY 2009, 3:10PM Wood Beam Design Lie. # : KW-06008402 Description: Rafter J1 Material Properties File: s:\EC6 -DATA\903.09 purnel family residence addition.ecS ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per JBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc-Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 FvFt 900.0 psi 900.0 psi 1 ,350.0 psi 625.0 psi 180.0 psi 575.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2 0(0.036) Lr(0.04) t t \ 2x6, Span = 7.50 ft "nwc* V** .1 E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0 ksi Density 32.210pcf t \ ^'^fj^fv-^f^ £^yit Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0360, Lr = 0.040 k/ft, Tributary Width = 1.0 ft Design OK Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 'MaxJmuh1;l^ce^^StriS!ses^6r Loai Load Combination Segment Length Span # +0 Length = 7.50 ft 1 +D+L+H Length = 7.50 ft 1 -O+Lr+d Length = 7.50 ft 1 +D+0.750Lr+0.750L+H Length = 7.50 ft 1 0.742 1 Maximum Shear Stress Ratio 2x6 868.52psi 1,1 70.00 psi +D+Lr+H 3.750ft Span # 1 0.086 in 0.000 in 1043 0.168 in 0.000 in 536 J'Cbmbiriafipns" Max Stress Ratios Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values M V Mactual fb-design Fb-allow 0.361 0.126 0.361 0.126 0.742 0.259 0.647 0.226 0.27 422.24 1,170.00 0.27 422,24 1,170.00 0.55 868.52 1,170.00 0.48 756.95 1,170.00 0.259 : 1 2x6 46.71 psi 180.00 psi+D+LI-+H 7.050ft = Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.12 22.71 180.00 0.12 22.71 180.00 0.26 46.71 180.00 0.22 40.71 180.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span D+L+Lr 1 Max. '-" Defl Location in Span 0.1679 3.788 Load Combination Max. V Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:10PM Wood Beam Design Lie. # : KW-06008402 Description: Rafter J1 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ver. 6.0.21, N.-68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOnly LrOnly D+L+Lr Maximum Vertical Span Max. Downward Defl 1 0.0816 1 0.0863 1 0,1679 Reactions - Unfactored Location in Span 3.788 3.788 3.788 Support notation , Max. Upward Defl 0.0000 0.0000 0.0000 : Far left is #1 Location in Span 0.000 0.000 0.000 Support & Load Combination Support Reaction Support 1, (D+L+Lr) Maximum Vertical Reactions -Unfactored 0.292 k Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only D+L+Lr 0.292 0.142 0.150 0.292 0.292 0.142 0.150 0.292 B.G Structural Engineering, Inc. 43-10(5 Cook Street, Suite 203 .Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:10PM Wood Beam Design Lie. # : KW-06008402 Description: Rafter (Floor) FJ1 Material Properties File: s:\EC6 -DATA\903.09 pumel family residence addition.ecS ENERCALC, ING. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species : Douglas Fir - Larch Wood Grade : No.2 900.0psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend-xx 580.0 ksi Density 32.21 Opcf 0(0.024) U0.053) * . i. j-,t».j~* rt.r-» -T. j>n~ f'ff^ fr' . * Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0240, L = 0.0530 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum r^rces&Stresses for Load Load Combination Segment Length Span # -O Length = 6.0 ft 1 +0+L+H Length = 6.0 ft 1 +D+LIHH Length = 6.0 ft 1 +D+0.750Lr+0.750Lifi Length = 6.0 ft 1 0.204 1 Maximum Shear Stress Ratio 2x10 202.22 psi 990.00 psi +D+L+H 3.000ft Span # 1 0.010 in 0.000 in 7315 0.01 5 in = 0.000 in 4840 Combinations Max Stress Ratios Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values M V Mactual fb-design Fb-allow 0.069 0.037 0.204 0.108 0.069 0.037 0.170 0.090 0.12 68.42 990.00 0.36 202.22 990.00 0.12 68.42 990.00 0.30 168.77 990.00 ••• Desian OK 1 0.108 : 1 2x10 19.48 psi 180. 00 psi +D+L+H 0.000ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.06 6.59 180.00 0.18 19.48 180.00 0.06 6.59 180.00 0.15 16.26 180.00 OverailiMaximurn Defleetions - Unfactored Loads ? ; Load Combination Span D+L+Lr 1 Max. "-" Defl Location in Span 0.0149 3.030 Load Combination Max. "•*•• Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 , Palm Desert, CA 92211 •^760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:10PM Wood Beam Design Lie. # : KW-06008402 Description : Rafter (Floor) FJ1 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 pumel family residence addilion.ecB ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination Span Max. Downward Defl D Only 1 0.0050 L Only 1 0.0098 D+L+S 1 0.0149 D+L+Lr 1 0.0149 Maximum Vertical Reactions -Unfactored Location in Span 3.030 3.030 3.030 3.030 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 Support & Load Combination Support Reaction 0.240 k Support notation: Far left is #1 Support 1, (D-M_+Lr) Maximum Vertical Reactions-Unfactored Load Combination Overall MAXimum DOnly LOnly D+L+S D+L+Lr Support 1 0.240 0.081 0.159 0.240 0.240 Support 2 0.240 0.081 0.159 0.240 0.240 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 , Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job# 903.09 Printed: 5 MAY 2009, 3:10PM Wood Beam Design Lie. # : KW-06008402 Description: Rafter (Floor) FJ2 Material Properties File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ven 6.0.21, N.-68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per 1BC 2006, CBC 2007, 2005 NDS Analysis Method : Load Combination Wood Species : Wood Grade : Beam Bracing : 2 ' '< Applied Loads Allowable Stress Design Fb - Tension 2006 IBC & ASCE 7-05 Fb - Compr Fc-Prll Douglas Fir - Larch Fc - Perp No.2 Fv Ft Beam is Fully Braced against lateral-torsion buckling 0(0.024) L(0.08)» + 2x8, Span = 6.0 ft . '.-•'- - ; Service 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi ,,, , „ . . , t E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210pcf l • loads entered. Load % Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0240, L = 0.080 k/ft, Tributary Width = 1.0 ft rJJESlGHSUMMARY- Maximum Bending Stress Ratio = 0.405 1 Section used for this span 2x8 fb : Actual = 437.37psi FB: Allowable = 1,080.00psi Load Combination +D+L+H Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.031 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 2333 Max Downward Total Deflection = 0.041 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1754 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ^B^B^ ( 1 || !!• < !••••• 2x8 35.23 psi 180.00 psi +D+L+H 0.000ft Span # 1 Maximurrt'Fofces & Stresses for Load;Combinati6ris Load Combination Max Stress Ratios Segment Length Span# M V +D Length = 6.0 ft 1 0.101 0.049 +D+L+H Length = 6.0 ft 1 0.405 0.196 +D+Lr+H Length = 6.0 ft 1 0.101 0.049 +D+0.750Lr-K).750L+H Length = 6.0 ft 1 0.329 0.159 QveralTMaxirnum befiectioris -; Unfactored Loads Summary of Moment Values Mactual fb-design Fb-allow 0.12 108.62 1,080.00 0.48 437.37 1,080.00 0.12 108.62 1,080.00 0.39 355.19 1,080.00 Load Combination Span Max. "-" Defl Location in Span Load Combination D+L+Lr 1 0.0410 3.030 Summary of Shear Values Vactual fv-design Fv-allow 0.06 8.75 180.00 0.26 35.23 180.00 0.06 8.75 180.00 0.21 28.61 180.00 Max. "+" Defl Location in Span 0.0000 0.000 B,G Structural Engineering, Inc. 43-100* Cook Street, Suite 203 .Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 \o Printed: 5 MAY 2009. 3:10PM Wood Beam Design Lie. # : KW-06008402 Description: Rafter (Floor) FJ2 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING NC. Load Combination Span Max. Downward Defl D Only 1 0.0102 L Only 1 0.0309 D+i+S 1 0.0410 D+L+Lr 1 0.0410 Maximum Vertical Reactions - Unfactored Location in Span 3.030 3.030 3.030 3.030 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 Support & Load Combination Support Reaction Support 1, (D-tiitr) Maximum Vertical Reactions - Unfactored 0.319 k Support notation: Far left is #1 Load Combination Overall MAXimum DOnly LOnly D+L+S D+L+Lr Support 1 0.319 0.079 0.240 0.319 0.319 Support 2 0.319 0.079 0.240 0.319 0.319 PROJECT .' Purnel Residence Remodel & Addition ITEM Beams B.G. STRUCTURAL ENGINEERING SHEET NO. , i JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc w B2 4 x l o 7 10.5* 2107' B,G Structural Engineering, Inc. 43-10(5 Cook Street, Suite 203 .Palm Desert, CA 92211 -760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 \1 Printed: 5 MAY 2009. 3:11PM Wood Beam Design Description: Beam B1 Material Properties File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Yen 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch :No.2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi (525.0 psi 180.0 psi 575.0 psi £: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx Density 580.0 ksi 32.21 Opcf D(0.162)Lr(0.18) - ' 4x6, Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.1620, Lr = 0.180 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.763 1 Section used for this span 4x6 fb : Actual = 890.50 psi FB: Allowable = 1,1 66.97 psi Load Combination +D+Lr+H Location of maximum on span = 2.750ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.048 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1371 Max Downward Total Deflection = 0.093 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 712 Maximum Forces & Stresses for Load Combinations Load Combination Max: Stress Ratios Segment Length Span* M V -H3 Length = 5.50 ft 1 0.366 0.166 +D+L+H Length = 5.50 ft 1 0.366 0.166 Length = 5.50 ft 1 0.763 0.346 •O+0.750Lr+0.750L+H Length = 5.50 ft 1 0.664 0.301 Overall Maximum Deflections • Unfactored Loads Maximum Shear Stress Ratio Section used for this span rv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 0.63 427.64 1,166.97 0.63 427.64 1,166.97 1.31 890.50 1,166.97 1.14 774.79 1,166.97 Load Combination Span Max. "-" Defl Location in Span Load Combination D+L-M_r 1 0.0926 2.778 ^^^m npsinn f"Jk 1 0.346 : 1 4x6 = 62.34 psi = 180.00 psi +D+LP+H 0.000 ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.38 29.94 180.00 0.38 29.94 180.00 0.80 62.34 180.00 0.70 54.24 180.00 Max. "+" Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:11PM Wood Beam Design Lie. # : KW-06008402 Description: Beam B1 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 pumel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOrtly LrOnly D+t+ir Maximum Vertical Span Max. 1 1 1 Reactions • Unfactored Downward Defl 0.0445 0.0481 0.0926 Location in Span 2.778 2.778 2.778 Support notation Max. Upward Defl 0.0000 0.0000 0.0000 : Far left is #1 Location in Span 0.000 0.000 0.000 Support & Load Combination Support 1, (D+L+Llj Maximum Vertical Reactions - Unfactored Support Reaction 0.952 k Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LrOnly D+L+Lr 0.952 0.457 0.495 0.952 0.952 0.457 0.495 0.952 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 -760-568-3553 Voice 760-568-5681 Fax Title: Pumel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:11PM Wood Beam Design Description: Beam B2 Material Properties File: s:\EC6 -DATA\903.09 pumel family residence addifion.ec6 ENERCALC, INC. 1983-2008, Ver 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £ : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 32.21 Opcf Beam Bracing D(0.198) Lr(0.22) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1980, Lr = 0.220 k/ft, Tributary Width = 1.0 ft -DESIGtL&UMMARY. Maximum Bending Stress Ratio = 0.583 1 Section used for this span 4x10 fb : Actual = 626.21 psi FB: Allowable = 1,074.22 psi Load Combination +D+Lr+H Location of maximum on span = 3.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.032 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 2589 Max Downward Total Deflection = 0.063 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1339 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 4x10 53.79 psi 180.00 psi +D+Lr-«-H 6.230ft = Span # 1 ; Maximuni Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V +D Length = 7.0 ft 1 0.281 0.144 +0+1+H Length = 7.0 ft 1 0.281 0.144 +D+Lr+H Length = 7.0 ft 1 0.583 0.299 +0+0.750Lr+0.750L+-H Length = 7.0 ft 1 0,508 0.260 Overall Maximum Deflections - Unfactored Loads Summary of Moment Values Mactual fb-design Fb-allow 1.26 302.24 1,074,22 1.26 302.24 1,074.22 2.60 626.21 1,074.22 2.27 545,22 1,074.22 Load Combination Span Max. "-" Defl Location in Span Load Combination D+L+lr 1 0.0627 3.535 Summary of Shear Values Vactual fv-design Fv-allow 0.56 25.96 180.00 0.56 25.96 180.00 1.16 53.79 180.00 1.01 46.83 180.00 Max. v Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Primed: 5 MAY 2009, 3:11PM Wood Beam Design Lie. # : KW-06008402 Description: Beam B2 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 pumel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0303 LrOnly 1 0.0324 D+L-fir 1 0.0627 Maximum Vertical Reactions • Unfactored 3.535 0.0000 3.535 0.0000 3.535 0.0000 Support notation : Far left is #1 0.000 0.000 0.000 Support & Load Combination Support 1, (0+L-H.r) Maximum Vertical Reactions - Unfactored Support Reaction 1.488 k Support notation : Far left is #1 Load Combination Overall MAXimum DOnly LrOnly D+L+Lr Support 1 1.488 0.718 0.770 1.488 Support 2 1.488 0.718 0.770 1.488 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr. SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3.12PM Wood Beam Design IWfflCTr^T7H5TsT'TiTjFf*T^J!^B Description: Beam B3 File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC, 198J-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : ^ ' 't '^A* &, 1^S4^js'fi'3^c /$V ** *"****&^^^^'T&^M'^^M £ Applied Loads •-:. ' Calculations per IBC 2006, CBC 2007, 2005 NDS Fb - Tension Fb - Compr Fc-Prll Fc-Perp Fv Ft 0(0.192) Lr(0.21) t4'jJi- '•?*?••,?** *?Sip- i "• 4x12, Span = 10.50 ft 0 Service 900.0 psi 900.0 psi 1 ,350.0 psi 625.0 psi 180.0 psi 575.0 psi loads entered. Load £ : Modulus of Elasticity Ebend-xx 1, 600.0 ksi Eminbend-xx 580.0ksi Density 32.21 Opcf * ' i **;,-,-,* ^j A " t4^> *.A ' T' «, „ -\ jff.h ' * .* ** *r &.* 7 — " *w% ~ ' % Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1920, Lr = 0.210 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.753: 1 Section used for this span 4x1 2 fb : Actual = 920.21 psi FB: Allowable = 1,222.07 psi Load Combination +D+Lr+H Location of maximum on span = 5.250fl Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.087 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 1 446 Max Downward Total Deflection = 0.170 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 739 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs ••• Uesiqn OK 1 0.303 : 1 4x12 68.19 psi 225.00 psi +D+Lr+H 0.000ft Span # 1 Maximum Forces &Str^s$s=f6rJ.6ad Combinations Load Combination Max Stress Ratios Segment Length Span* M v +0 Length = 10.50 ft 1 0.459 0.185 -HD+L+H Length = 10.50 ft 1 0.459 0.185 Length = 10.50 ft 1 0.753 0.303 +D-K).750Lr-K).750L+H Length = 10.50 ft 1 0.657 0.264 Overall Maximum Deflections - Unfactored Loads Summary of Moment Values Mactual fb-design Fb-allow 2.77 449.81 980.54 2.77 449.81 980.54 5.66 920.21 1,222.07 4.94 802.61 1,222.07 Load Combination Span Max. "-"Defl Location in Span Load Combination D+L+Lr 1 0.1704 5.303 Summary of Shear Values Vactual fv-design Fv-allow 0.88 33.33 180.00 0.88 33.33 180.00 1.79 68.19 225.00 1.56 59.48 225.00 Max. "+" Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 -Palm Desert, CA 92211 '760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 1*7 Printed: 5 MAY 2009, 3:12PM Wood Beam Design Lie. # : KW-06008402 Description: Beam B3 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOnly Lr Only D+L+Lr Maximum Vertical Span Max. Downward Defl 1 0.0833 1 0.0871 1 0.1704 Reactions • Unfactored Location in Span 5.303 5.303 5.303 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 Support & Load Combination Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored Support Reaction 2.157 k Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly Lr Only D+L+Lr 2.157 1.054 1.103 2.157 2.157 1.054 1.103 2.157 PROJECT• ' Purnel Residence Remodel & Addition ITEM Beams (Floor) B.G. STRUCTURAL ENGINEERING SHEET NO. \A JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc t/V = 4 x B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 . Palm Desert, CA 92211 •' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job* 903.09 Printed: 5 MAY 2009, 3:20PM Wood Beam Desig n ^B^RHrPTyfHiinrEIiTJBB^Bi^B Description: Beam (Floor) FB1 File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver. 6.0.21, N:68097 License Owner: BG STRUCTURAL ENGINEERING INC, Material Properties Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Beam Bracing : " t * Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft D(0 054)1(018) V •3$£f •"& "** * & ^V -/'"'IMP^ ^^^^^^p^i^" « 4x10, Span = 10.50 ft Calculations 900.0 psi E 900.0 psi 1 ,350.0 psi 625.0 psi 180.0 psi 575.0 psi % *&«£i& per IBC 2006, CBC 2007, 2005 NDS Modulus of Elasticity Ebend-xx 1, 600.0 ksi Eminbend-xx SSO.Oksi Density 32.21 Opcf i ' t <> " { Jf J»A'^*t'C8fe^%*'l»J»*^T , " ^iir™^^"-^ .^^i^fexv^,; Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: 0 = 0.0540, L = 0.180 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.74S 1 Maximum Shear Stress Ratio Section used for this span 4x10 fb : Actual = 799.32psi FB: Allowable = 1,070.90psi Load Combination +D+L+H Location of maximum on span = 5.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0. 1 34 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 937 Max Downward Total Deflection = 0.180 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 699 Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs •••• Design UK I^^•••••nnTBHI 4x10 50.47 psi 180.00 psi +D+L+H 0.000ft Span # 1 MaxiriUirTli Forces' frStressis ifor ;LpSd Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M v Mactual fb-design Fb-allow +D Length = 10.50 ft 1 0.189 0.071 +D+L+H Length = 10.50 ft 1 0.746 0.280 +D+Lr+H Length = 10.50 ft 1 0.189 0.071 +D+{).750Lr-K).750L+H Length = 10.50 ft 1 0.607 0.228 §Ve*a!i;Maxjmufn Deflections;-; Unfactpr^ Lbads { 4s Load Combination Span Max. "-" Defl Location in Span D+L+Lr 1 0.1801 5.303 0.84 202.92 1,070.90 3.32 799.32 1,070.90 0.84 202.92 1,070.90 2.70 650.22 1,070.90 Load Combination Summary of Shear Values Vactual fv-design Fv-allow 0,28 12.81 180.00 1.09 50.47 180.00 0.28 12.81 180.00 0.89 41.05 180.00 Max. "+" Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-1 OO'Cook Street, Suite 203 Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:20PM Wood Beam Design Lie. # : KW-06008402 Description: Beam (Floor) FB1 Maximum Deflections for Load Combinations • Unfadored Loads File: s:\EC6 -DATA\903.09 pumel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOnly LOnly D+L+S D+L+Lr Maximum Vertical Span Max. Downward Defl 1 0.0457 1 0.1344 1 0.1801 1 0.1801 Reactions - Unfactored Location in Span 5.303 5.303 5.303 5.303 Support notation Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 : Far left is #1 Location in Span 0.000 0.000 0.000 0.000 Support & Load Combination Support 1, (D+L+ir) Maximum Vertical Reactions • Unfactored Support Reaction 1.267 k Support notation: Far left is #1 Load Combination Overall MAXimum DOnly LOnly D+i>S D+L+Lr Support 1 1.267 0.322 0.945 1.267 1.267 Support 2 1.267 0.322 0.945 1.267 1.267 B.G Structural Engineering, Inc. 43-160'Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job* 903.09 Printed: 11 MAY 2009, 2:37PM Wood Beam Design Description: Beam (Floor) FB2 Material Properties File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver 6.0,21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC, Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 2 ,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi £ : Modulus of Elasticity Ebend- xx Eminbend - xx Density 2,000.0ksi 2,000.0ksi 32.210pcf Beam Bracing D(0.198) UO.S) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1980, L = 0.50 k/ft, Tributary Width = 1.0 ft J3ES/G/tSUMMM£ Maximum Bending Stress Ratio = 0.503 1 Section used for this span 3.5x9.5 fb: Actual = 1, 452.1 9psi FB : Allowable = 2,884.84psi Load Combination +D+L+H Location of maximum on span = 4.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection = 0.1 18 in Max Upward L+Lr+S Deflection = 0.000 in Live Load Deflection Ratio = 861 Max Downward Total Deflection = 0.167 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 610 ^Maximum forces & Stresses for Load 'Combinations Load Combination Max Stress Ratios Segment Length Span# M V +D Length = 8.50 ft 1 0.147 0.111 +D+L+H Length = 8.50 ft 1 0.503 0.382 Length = 8.50 ft 1 0.147 0.111 +D-*0.750Lr+0.750L+H Length = 8.50 ft 1 0.414 0.315 Overall (Maximum Deflections • Unfactored Loads " , Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values Mactual fb-design Fb-allow 1.86 422.91 2,884.84 6.37 1,452.19 2,884.84 1.86 422.91 2,884.84 5.24 1,194.87 2,884.84 Load Combination Span Max. "-" Defl Location in Span Load Combination D+L+Lr 1 0.1670 4.293 ••^^^•••^•^•••••(^•••MMMM^^^HMH^- 3.5x9.5 110.91 psi = 290.00 psi +D-H.+H 7.735ft = Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.72 32.30 290.00 2.46 110.91 290.00 0.72 32.30 290.00 2.02 91.26 290.00 Max. "•*•" Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 •Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr. SC Project Desc.: Project Notes: Job* 903.09 22. Printed: 11 MAY 2009, 2:37PM Wood Beam Design Lie. # : KW-06008402 Description: Beam (Floor) FB2 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 pumel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ven 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOnly LOnly D+L+S D+L+Lr Maximum Vertical Span Max. Downward Defl 1 0.0486 1 0.1184 1 0.1670 1 0.1670 Reactions • Unfactored Location in Span 4.293 4.293 4.293 4.293 Support notation : Far left is #1 Max. Upward Defl 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 Support & Load Combination Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored Support Reaction 2.998 k Support notation : Far left is #1 Load Combination Overall MAXimum DOnly LOnly D+L+S D->L+Lr Support 1 2.998 0.873 2.125 2.998 2.998 Support 2 2.998 0.873 2.125 2.998 2.998 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 ' 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 3:34PM Wood Beam Design Description: Beam (Floor) FB3 Material Properties "Fife: s:\EC6 -DATA\903.09 purnel family residence addilion.ecB ENERCALC, INC. 198J-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade : Douglas Fir - Larch :No.2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi £ : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend - xx Density 580.0 ksi 32.21 Opcf Beam Bracing P(0.108jL(0.3) 4x6, Span = 4.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.1080, L = 0.30k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY ' ^^^^HiTtEniiimiiT^^^^H Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio Maximum Forces & Stresses tfor load Load Combination Segment Length Span # -K5 Length = 4.0 ft 1 +D+L+H Length = 4.0 ft 1 +D+Lr+H Length = 4.0 ft 1 •)d+0.750Lr+0.750L-^ Length = 4.0 ft 1 0.48G 1 Maximum Shear Stress Ratio 4x6 560.77 psi 1,167.83psi +D+L+H 2.000ft Span#1 0.022 in 0.000 in 2139 0.031 in 0.000 in 1556 Combinations Max Stress Ratios Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Summary of Moment Values M V Mactual fb-design Fb-allow 0.131 0.076 0.480 0.278 0.131 0.076 0.393 0.228 0.22 152.75 1,167.83 0.82 560.77 1,167.83 0.22 152.75 1,167.83 0.67 458.77 1,167.83 0.278 : 1 4x6 50. 12 psi 180.00 psi +D+L+H 3.560ft Span # 1 Summary of Shear Values Vactual fv-design Fv-allow 0.18 13.65 180.00 0.64 50.12 180.00 0.18 13.65 180.00 0.53 41.00 180.00 Overall teimunvbeflections - Unfactored Loads Load Combination Span D-^L+Lr 1 Max. "-" Defl Location in Span 0.0308 2.020 Load Combination Max. "-*•" Defl Location in Span 0.0000 0.000 B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903,09 24 Printed: 5 MAY 2009. 3:34PM Wood Beam Design Lie. # : KW-06008402 Description : Beam (Floor) FB3 Maximum Deflections for Load Combinations - Unfactored Loads File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ven 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Load Combination DOniy LOnly D+L+S D+L+Lr Maximum Vertical Span Max. Downward Defl 1 1 1 1 Reactions - Unfactored 0.0084 0.0224 0.0308 0.0308 Location in Span Max. Upward Defl 2.020 2.020 2.020 2.020 Support notation : Far left is #1 0.0000 0.0000 0.0000 0.0000 Location in Span 0.000 0.000 0.000 0.000 Support & Load Combination Support 1, (D+L+Lr) Maximum Vertical Reactions • Unfactored Support Reaction 0,825 k Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L+S D+L+Lr 0.825 0.225 0.600 0.825 0.825 0.825 0.225 0.600 0.825 0.825 I OO CO O 2O GO CT5 CT5 CO T3c: mCO om om m Oo P ft" oo 00 O en (OoOJ b(O PROJECT . • Purnel Residence Remodel & Addition ITEM Columns B.G. STRUCTURAL ENGINEERING SHEET NO. A. JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc c\ PROJECT- " Purnel Residence Remodel & Addition ITEM Columns B.G. STRUCTURAL ENGINEERING SHEET NO. * — JOB NO. 903.09 DATE Mav .2009 ENGINEER sc WOOD POST (4X WALL) 5/5/2009 D.F. #2 Fc= 1300 PSI E= 1.6X10A6PSI Cd= 1.00 Cf= 1.15 Fc Perpendicular 0.04"= 625 PSI Fc Perpendicular 0.02"= 456 PSI ADE 825 PSI 1.4X10*6 PSI 1.00 F= 1.15 c\ d= 3.5 IN. L 5 6 7 8 9 10 11 12 13 14 L/d 17.14 20.57 24.00 27.43 30.86 34.29 37.71 41.14 44.57 48.00 Fee psi 1429 992 729 558 441 357 295 248 211 182 AREA Fc 769 670 564 467 388 324 273 233 201 174 625 456 2X4 5.25 P 4.04 3.52 2.96 2.45 2.03 1.70 1.43 1.22 1.05 0.92 3.28 2.40 3X4 8.75 P 6.73 5.86 4.93 4.09 3.39 2.83 2.39 2.04 1.76 1.53 5.47 3.99 2-2X4 10.50 P 8.08 7.04^ 5.92 4.91 4.07 3.40 2.87 2.45 2.11 1.83 6.56 4.79 4X4 12.25 P 9.42 8:21 6.91 5.73 4.75 h 3.97 3.35 2.85 2.46 2.14 7.66 5.59 3-2X4 15.75 P 12.12 10.55 8.88 7.36 6.10 5.10 4.30 3.67 3.16 2.75 9.84 7.19 d= 3.5 IN. L 5 6 7 8 9 10 11 12 13 14 L/d 17.14 20.57 24.00 27.43 30.86 34.29 37.71 41.14 44,57 48.00 Fee psi 1633 1134 833 638 504 408 337 284 242 208 AREA Fc 1077 881 707 568 463 382 320 272 233 202 625 456 2X4 5.25 P 5.66 4.63 3.71 2.98 2.43 2.01 1.68 1.43 1.22 1.06 3.28 2.40 3X4 8.75 P 9.43 7.71 6.18 4.97 4.05 3.34 2.80 2.38 2.04 1.77 5.47 3.99 2-2X4 10.50 P 11.31 9.25 7.42 5.97 4.86 4.01 3.36 2.85 2.45 2.12 6.56 4.79 4X4 12.25 P 13.20 10.79 8.66 6.96 5.67 4.68 3.92 3.33 2.85 2.47 7.66 5.59 3-2X4 15.75 P 16.97 13.88 11.13 8.95 7.29 6.02 5.04 4.28 3.67 3.18 9.84 7.19 B.G Structural Engineering, Inc. 43-10'O Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 4:OOPM Masonry ColumnyBE?8y?p?H>nnT*ni?T?F'BBB Description: Column C2 File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. General Information Code Ref : IBC 2006, ACI 530-05, ASCE 5&6-05, IMS 402&602-05 Material Properties Fm Fr - Rupture = Em = fm* Column Density = Rebar Grade = Fy- Yield Fs - Allowable = E - Rebar Load Combination = 1,500.0 psi 75.0 psi 900.0 130.0pcf Grade 60 60000 psi 24000 psi 29,000.0 ksi Column Data Column width along X-X = Column depth along Y-Y = Longitudional Bar Size = Bars per side at -+-Y & -Y = Bars per side at +X & -X = Cover from ties = Actual Edge to Bar Center = 2006 IBC & ASCE 7-05 Analysis Settings 15.6250 in Analysis Method = Strength Design 1 5.6250 in <P factor for Strength Design = 0.90 # 5 o End Fixity Condition = Top Pinned, Bottom Pinned tt 2 Overall Column Height = 8.0ft Construction Type Solid Grouted Hollow Concrete Masonry 3.0 in Tie Bar Size = # 3 3.6875 in Tie Bar Spacing = 8.0 in Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 1,763.24 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 0.6440, L = 1.890 k BENDING LOADS ... DESIGNSUMMARY r Bending & Shear Check Results PASS Maximum Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are... Pu 0.9 *Pn Mu-x 0.9*Mn-x: PASS Reinforcing Area Check As: Actual Reinforcement Min: 0.0025* An Max: 0.04* An Dimensional Checks 0.023 :1 +1.20D+0.50Lr+1.60L+1.60H 0.000 ft 5.913 k 261.900 k 0.000 k-ft 0.000 k-ft (ACI 530-05, Sec 3.3.4.4.1) 1.240 0.610 9.766 Maximum SERVICE Load Reactions.. Top along X-X 0.000 k Bottom along X-X 0.000 k Maxjmum SERVICE Load Deflections... Along x-x 0.000 in at for load combination: Compressive Strength 263.434 k Pa = 0.80 [ 0.80 f m (An - Ast) + FyAst) Check Column Ties Min. Tie Dia. = 1/4", # 3 bar provided 0.000 ft above base (ACI 530-05, Sec 3.3.4.11) I ACI 530-05, Sec 2.1.6.5) Max Tie Spacing = 18.00 in, Provided = 8.00 in PASS Min- Width/Depth >= 8" PASS Overall Height / Min Dim <= 30 Load Combination Results ;? Load Combination +1.40D +1.20D-K).50Lr+1.60L+1.60H +1.20D+1.60LH0.50L Maximum Reactions - Unfactored Load Combination (AC! 530-05. Sec 3.4.4.4 (a!) (ACI 530-05, Sec 3.4.4.4 (b)) Maximum Bending Stress Ratios Stress Ratio Status Location 0.012868 PASS 0.0ft 0.022576 PASS 0.0 ft 0.014638 PASS 0.0ft • • ' ' : - X-X Axis Reaction @ Base @ Top Maximum Axial Load Actual Allow 3.3701 k 5.9127k 3.8337k 261.90k 261.90 k 261.90k Note: Maximum Moments Actual Allow 0.0 k-ft 0.0 k-ft 0.0 k-ft Only non-zero reactions 0.0 k-ft 0.0 k-ft 0.0 k-ft are listed. Y-Y Axis Reaction @ Base @ Top DOnly LOnly MaXirnUrn'Deflectipns for Load Combinationsi-Uhfactored Loads Load Combination DOnly LOnly Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 ft 0.000 ft B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 •Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Pumel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 5 MAY 2009, 4:OOPM Masonry Column jUnEBI Description: Column C2 Interaction Diagram File: s:\EC6 -DATA\903.09 purne! family residence addition.eoB ENERCALC, ING. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Bar Spac = 8.250 In Masonry Column P-M Interaction Diagram Allowable Moment (k-ft) Bar Size = #5.0 52.7 60.; PROJECT• Purnel Residence Remodel & Addition ITEM Foundations B.G. STRUCTURAL ENGINEERING SHEET NO. -3. JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc TYP 1.26 x ~ '-C,'* \'-*> PROJECT• Purnel Residence Remodel & Addition ITEM Foundations B.G. STRUCTURAL ENGINEERING SHEET NO. *i j JOB NO. 903.09 DATE Mav. 2009 ENGINEER sc POINT LOAD ON CONTINUOUS FOOTING FDN-1 5/5/2009 Footing Width(FW)= 12 Footing Depth(FD)= 12 Soil Bearing(SB)= 1500 Maximum Soil Bearing= 2000 Plain Concrete Design: Fc= 2500 Tension Fb= 80.00 in. in. psf psf psi psi Increase Width (IW> Increase Depth (ID> 0 200 psf psf Example: Fsoil = {(D - FD) - 12 x ID} + {(W - FW) + 12" x IW} + SB F'soil = Fsoil - (D + 12 x (150-110)) w= WxF'soil + 12 M= FbxWxDA2-M2" + 6 L = (2 x M * w)A1/2 Pmax = 2 x L x w Y\ 12 15 18 21 24 12 15 18 24 30 12 15 18 21 24 12 15 18 21 24 12 15 18 21 24 x x X X X X X X X X X X X X X X X X X X X X X X X 12 12 12 12 12 15 15 15 15 15 18 18 18 18 18 21 21 21 21 21 24 24 24 24 24 1460 1460 1460 1460 1460 1500 1500 1500 1500 1500 1540 1540 1540 1540 1540 1580 1580 1580 1580 1580 1620 1620 1620 1620 1620 1460 1825 2190 2555 2920 1500 1875 2250 3000 3750 1540 1925 2310 2695 3080 1580 1975 2370 2765 3160 1620 2025 2430 2835 3240 1920 2400 2880 3360 3840 3000 3750 4500 6000 7500 4320 5400 6480 7560 8640 5880 7350 8820 10290 11760 7680 9600 11520 13440 15360 1.62 1.62 1.62 1.62 1.62 2.00 2.00 2.00 2.00 2.00 2.37 2.37 2.37 2.37 2.37 2.73 2.73 2.73 2.73 2.73 3.08 3.08 3.08 3.08 3.08 4736 5919 7103 8287 9471 6000 7500 9000 12000 15000 7295 9119 10943 12767 14591 8621 10776 12932 15087 17242 9977 12471 14965 17459 19953 Note: For point loads on footings with uniform loads take the difference between "w" above and the uniform load, then multiply by two and by "L" above for P'max B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title; Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009, 3:42PM General Footing Design Lic. # : KW-06008402 Description : Foundation F2 General Information File: s:\EC6 -DATA\903.09 purnel family residence addition.ecS ENERCALC, INC. 1983-2008, Ven 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties f c : Concrete 28 day strength = 2.50 ksi Fy.-Rebar Yield = 60.0 ksi EC : Concrete Elastic Modulus = 3, 1 22.0 ksi Concrete Density = 145.0 pcf O Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = .00140 Mm Allow % Temp Reinf. = .00180 Min. Overturning Safety Factor = 1 .50 ; 1 Min. Overturning Safety Factor = 1 .50 : 1 AutoCalc Footing Weight as DL : Yes AutoCalc Pedestal Weight as DL : No Dimensions Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50 ksfNo 250.0 pcf 0.30 1.0ft ksf ft ksf ft Width along X-X Axis = 2.50ft Length along Z-Z Axi = 2.50 ft Footing Thicknes = 15.0 jn Load location offset from footing center... ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions... px: Along X-X Axis = jn pz: Along Z-Z Axis ~ in Height ~ in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing Bars along X-X Axis Number of Bars ~ 3.0 Reinforcing Bar Size = #5 Bars along Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizt = #5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone = n/a # Bars required on each side of zone n/a &l * Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 2.760 1.890 k ksf k-ft k-ft k k B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 '760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009. 142PM General Footing Design Lie. #: KW-06008402 Description: Foundation F2 DESIGN SUMMARY File: s:\EC6 -DATA\903.09 purnel family residence additfon.ecS ENERCALC, INC. 1983-2008, Ver 6,0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Design OK Win. Ratio Item Applied Capacity Governing Load Combination PASS 0.61683 PASS n/a PASS n/a PASS n/a PASS n/a PASS n/a PASS 0.039420 PASS 0.039420 PASS 0.039420 PASS 0.039420 PASS 0.019325 PASS 0.022086 PASS 0.019325 PASS 0.022086 PASS 0.053651 Detailed Results Soil Bearing Overturning - X-X Overturning - Z-Z Sliding -X-X Sliding - Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1 -way Shear (+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching 0.92525 ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 0.79186 k-ft 0.79186 k-ft 0.79186 k-ft 0.79186 k-ft 1.6427 psi 1.8773psi 1.6427 psi 1.8773 psi 9.1207 psi 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 170.0 psi H-D+L+H No Overturning No Overturning No Sliding No Sliding No Uplift •t-1.20D+0.50Lr+1.60L+ -Hl.20D+0.50Lr+1.60L+ +1.20D+0.50Lr+1.60L+ +1.20D+0.50LM.60L+ +1.20D+0.50LM.60LH- +1.20D+0.50LM.60L-I- -t-1.20D+0.50Lr+1.60L+ +1.20D+0.50Lr+1.60L+ +1.20D-K).50Lr+1.60L+ Soil Bearing Rotation Axis & Load Combination... X-X. +D X-X. +D+L+H X-X. +D+Lr+H X-X. +D-K).750Lr+0.750L+H Z-Z.+D Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z, +D+0.750Lr-K).750L-t-H Overturning Stability Gross Allowable 1.50ksf 1.50ksf 1.50ksf 1.50ksf 1.50ksf 1.50ksf 1.50ksf 1.50ksf / Xecc Zecc n/a 0.0 in n/a 0.0 in n/a 0.0 in n/a 0.0 in 0.0 in n/a 0.0 in n/a 0.0 in n/a 0.0 in n/a Actual Soil +Z +Z 0.62285 ksf 0.62285 ksf 0.92525 ksf 0.92525 ksf 0.62285 ksf 0.62285 ksf 0.84965 ksf 0.84965 ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf Bearing Stress Actual / Allowable -X -X n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf n/a ksf 0.62285 ksf 0.62285 ksf 0.92525 ksf 0.92525 ksf 0.62285 ksf 0.62285 ksf 0.84965 ksf 0.84965 ksf Ratio 0.415 0,617 0.415 0.566 0.415 0.617 0.415 0.566 Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination...Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination..Which Tension @ Bot. Mu Side ? or Top? AsReq'd Gvrn. As Actual As Phi*Mn Status X-X, +1 .400 X-X, +1 .400 X-X. +1.20D+0.50Lr-i-1.60L+1.60H X-X,+1.20D-K).50LrH-1.60L+1.60H X-X.+1.20D+1.60Lr+0.50L X-X.+1.20D+1.60Lrt0.50L Z-Z, +1.400 Z-Z, +1.400 Z-Z.+1.20D-K).50Lr+1.60L+1.60H Z-Z.+1.20D+0.50LM.60L+1.60H Z-Z.+1.20D+1.60LT+0.50L Z-Z,+1.20p±1.60Lr+0.50|_. .One Way Shear ; ; ; 0.48291 k-ft 0.48291 k-ft 0.791 86 k-ft 0.791 86 k-ft 0.53203 k-ft 0.53203 k-ft 0.48291 k-ft 0.48291 k-ft 0.791 86 k-ft 0.791 86 k-ft 0.53203 k-ft 0.53203 k-ft +Z -Z +Z -Z +Z -Z -X +X -X +X -X +X Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom Bottom 0.0119in2/ft 0.0119in2/ft 0.0195 in2/ft 0.0195in2/ft 0.0131 in2/ft 0.0131 in2/ft 0.0119in2/ft 0.0119in2/ft 0.0195in2/ft 0.0195in2/ft 0.0131 mm 0.0131 in2/ft Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina 0.3720 InM 0.3720 in2/ft 0.3720 in2/ft 0.3720 in2/ft 0.3720 in2/ft 0.3720 mm 0.3720 mm 0.3720 in2/ft 0.3720 mm 0.3720 in2/ft 0.3720 mm 0.3720 in2/ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft 20.0880 k-ft OK OK OK OK OK OK OK OK OK OK OK OK Load Combination...Vu @ -X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Phi*Vn/Vu Status B.G Structural Engineering, Inc. 43-160 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnei Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009, 142PM General Footing Design Lie. # : KW-06008402 Description: Foundation F2 File: s:\EC6 -DATA\903.09 purnel family residence addition.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. +1.40D -t-1.20D-t0.50Lr+1.60L+1.60H +1.20D+1,60Lr-K).50L Punching Shear Load Combination... +1.40D +1.20D-K).50Lr-t-1.60L+1.60H +1.20D+1.60LH0.50L 1.1449 osi 1.0018osi 1.8773osi 1.6427rjsi 1.261 3 osi 1.1037osi Vu 5.5623 osi 9.1207 osi 6.1280 osi 1.1449 osi 1.0018 osi 1.8773csi 1.6427Dsi 1.261 3 osi 1.1037osi Phi'Vn 170,0osi 170.0osi 170.0osi 1.1449osi 1.8773DSJ 1.261 3 osi Vu / Phi'Vn 0.032719 0.053651 0.036047 85.0 osi 85.0 osi 85.0 psi 0.013469 OK 0.022086 OK 0.014839 OK Status OK OK OK B.G Structural Engineering, Inc. 43-10(5 Cook Street, Suite 203 .Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 7 MAY 2009, 1:29PM Masonry Slender Wall Lie. # : KW-06008402 Description: Typical Masonry Wall General Information File: s:\EC6 -DATAS03.09 purnel family residence addilion.ecB ENERCALC, INC. 1983-2008, Ver 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Code Ref: ACI 530-05/MSJC 2005 Sec. 3.3.5 Construction Type Grouted Hollow Concrete Masonry Fm Fy- Yield Fr - Rupture Em = fm* Max % of pbal. Grout Density Block Weight Wall Weight 1.50ksi 60.0 ksi 61.0psi 900.0 0.50 = 140 pcf Medium Weight 78.0 psf Wall is Solid Grouted Nominal Wall Thickness Actual Thickness Rebar "d" distance Lower Level Rebar . . . Bar Size # Bar Spacing 8 in 7.625 in 3.750 in 5 24.0 in Temp Diff across thickness = deg F Win Allow Out-of-plane Defl Ratio = 1 50 Minimum Vertical Steel % = .0020 One-Story Wall Dimensions A Clear Height = 8.0 ft B Parapet height = ft Wall Support Condition Top & Bottom Pinned Initial Lateral Disp. @ Top Support m Width "strip width" for analysis 12.0 in Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) Ledger Load Eccentricity 6.750 in Concentric Load Lateral Loads PL: Dead Load 0.0540 Lr: Roof Live Load Lf: Floor Live Load 0.180 S: Sncw Load k/ft k/ft Full area WIND load Fp 1.0 17.0 psf 25.0 Psf Wall Weight Seismic Load Input Method: Seismic Wall Lateral Load Direct entry of Lateral Wall Weight 25.0 psf Concentrated Lateral Loads... (Applied to for STRIP mot')Distributed Lateral Loads. Load #1 DL: Dead Load Lr: Roof Live Load Lf: Floor Live Load E: Seismic Load W: Wind Load Height above base DL: Dead Load Lr: Roof Live Load Lf: Floor Live Load E: Seismic Load W: Wind Load Location of start & end of load above base... Dist. to TOP Dist. to BOTTOM (Applied to full "STRIP Width") Load #1 k/ft k/ft k/ft 0.1470 k/ft Load #2 k/ft ft ft k/ft k/ft k/ft k/ft k/ft ft ft B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 7 MAY 2009. V.29PM Masonry Slender Wall Lie. #: KW-06008402 Description : Typical Masonry Wall DESIGN SUMMARY File: s:\EC6 -DATA\903.09 pumel family residence addition.ecS ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Governing Load Combination...Actual Values...Allowable Values.. PASS Moment Capacity Check +1.20D+0.50L+0.50S+1.6CM Maximum Bending Stress Ratio 0.096395 PASS Service Deflection Check D + L + S + E/1.4 PASS Axial Load Check +1.20D+0.50Lr+1.60L PASS Reinforcing Limit Check +1.400 PASS Minimum Moment Check +1.40D Design Maximum Combinations • Moments MaxMu Win. Defl. Ratio Max. Deflection MaxPu/Ag Max As/bd Mcracking Maximum Reactions. Top Horizontal 0.26231 k-ft 22,424.3 .0042810 in 11.7665 psi .0034440 0.58153 k-ft Phi * Mn Max Allow Ratio Clear Ht. / Ratio 0.06 *fc As/bd = 0.6 *pbal Minimum Phi Mn for Load Combination.... EOnly 2.7212 k-ft 150 0.640 in 300.0 psi .0053450 2.4908 k-ft 100.0 Ibs 0.-H580 Ibs Load Combination +1.40D at 7.73 to 8.00 +1.20D+0.50LM-1.60L at 7.73 to 8.00 +1.20D+0.50L-tfl.50S at 7.73 to 8.00 +1.20D+1.60LH0.50L at 7.73 to 8.00 +1.20D+1.60Lr*0.50bH).80W at 4.53 to 4.80 +1.20D-K).50L+1.60S at 7.73 to 8.00 +1.20D-t0.50L+1.60S-*0.80W at 4.53 to 4.80 +1.20D-K).50Lr+0.50L+1.60W at 4.27 to 4.53 +1.20D-*0.50L-t0.50S+1.60W at 4.27 to 4.53 +1.20D-K1.50L+0.20S+E at 4.27 to 4.53 -KJ.90D+1.60W at 4.00 to 4.27 +0.90D+E at 4.00 to 4.27 Axial Load Pu 0.06*fc*b*t k k 0.000 0.000 0.000 0.000 0.479 0.000 0.479 0.504 0.504 0.504 0.329 0.329 27.360 27.360 27.360 27.360 27.360 27.360 27.360 27.360 27.360 27.360 27.360 27.360 i Mcr k-ft 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0,58 0.58 Mu k-ft 0.04 0.20 0.09 0.09 0.16 0.09 0.16 0.26 0.26 0.25 0.23 0.21 Moment Values Phi Phi Mn As k-ft inA2 0.90 2.49 0.155 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 2.49 2.49 2.49 2.72 2.49 2.72 2.73 2.73 2.73 2.65 2.65 0.155 0.155 0.155 0.155 0.155 0.155 0.155 0.155 0.155 0.155 0.155 AsEff inA2 0.155 0.155 0.155 0.155 0.163 0.155 0.163 0.163 0.163 0.163 0.160 0.160 As Ratio 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.0034 0.6* Rho:bal 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 0.0053 Design Maximum Combinations - Deflections Load Combination Axial Load Pu k Moment Values \ Mcr k-ft Mactual k-ft ' 1 gross in"4 Stiffness 1 cracked inM i Deflections 1 effective ilTM Deflection in Defl. Ratio D+L+Lf at 4.53 to 4.80 0.504 0.58 0.08 443.30 29.73 443.300 0.002 61,564.5 D + L+W at 4.53 to 4.80 0.504 0.58 0.08 443.30 29.73 443.300 0.002 61,564.5 D + L+W+S/2 at 4.00 to 4.27 0.546 0.58 0.20 443.30 29.83 443.300 0.004 23,136.7 D + L + S + W/2 at 4.27 to 4.53 0.525 0.58 0.14 443.30 29.78 443.300 0.003 33,710.4 D + L + S+E/1.4 at 4.00 to 4.27 0.546 0.58 0.21 443.30 29.83 443.300 0.004 22,424.3 D + 0.5(L+Lr)+0.7W at 4.00 to 4.27 0.456 0.58 0.14 443.30 29.62 443.300 0.003 34,604.5 D+0.5(L+Lr)+0.7E at 4.00 to 4.27 0.456 0.58 0.18 443.30 29.62 443.300 0.004 26,407.9 Reactions ^Vertical & Horizontal v Load Combination DOnly SOnly WOnly EOnly D+Lr + Lf D + Lf + S D+Lf+W + S/2 Base Horizontal 3.8 ibs 0.0 ibs 68.0 ibs 100.0 ibs 16.4 ibs 16.4 ibs 84.4 ibs Top Horizontal 3.80 ibs 0.00 Ibs 68.00 Ibs 100.00 Ibs 16.45 ibs 16.45 ibs 51.56 Ibs Vertical @ Wall Base 0.678 k 0.000 k 0.000 k 0.000 k 0.858 k 0.858 k 0.858 k B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 . Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Primed: 7 MAY 2009. 1:29PM Masonry Slender Wall UHE9HHH Description : Typical Masonry Wall Reactions • Vertical & Horizontal Load Combination D + Lf + S+W/2 D + Lf + S + E/1.4 File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ven 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Vertical @ Wall Base 0.858 k 0.858 k B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 . Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009, 5:18PM General Footing Design Lie. # : KW-06008402 Description: Foundation - Masonry Wall General Information File: s:\EC6 -DATA\903.09 purnel family residence addition.ecB ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Calculations per IBC 2006, CBC 2007, ACI 318-05 Material Properties fc: Concrete 28 day strength = 2.50 ksi Fy:Rebar Yield = 60.0 ksi EC : Concrete Elastic Modulus = 3,122.0 ksi Concrete Density = 145.0 pcf O Values Flexure = 0.90 Shear = 0.850 Analysis Settings Min Steel % Bending Reinf. = .00140 Win Allow % Temp Reinf. = .00180 Min. Overturning Safety Factor = 1.50 :1 Min. Overturning Safety Factor = 1.50 ; 1 AutoCalc Footing Weight as DL : Yes AutoCalc Pedestal Weight as DL : No Dimensions Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per foot of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than 1.50ksfNo 250.0 pcf 0.30 1.0ft ksf ft ksf ft Width along X-X Axis - 3.0ft Length along Z-Z Axi = 1.0ft Footing Thicknes = 14.0 ;n Load location offset from footing center... ex: Along X-X Axis = 0 in ez: Along Z-Z Axis = 0 in Pedestal dimensions... px: Along X-X Axis = 8.0 in pz: Along Z-Z Axis I 12.0 in Height ~ in Rebar Centerline to Edge of Concrete.. at Bottom of footing = 3.0 in Reinforcing ? Bars along X-X Axis Number of Bars " 3.0 Reinforcing Bar Size = #5 Bars along Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizf = #5 Bandwidth Distribution Check (AC115.4.4.2) Direction Requiring Closer Separationig Z-Z Axis # Bars required within zone = 50.0% # Bars required on each side of zone x-? ^•-*,*,"1- 50.0 % Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z D Lr L S W E H 1.2680 1.890 k ksf k-ft k-ft k k B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsqnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009, 5:18PM General Footing Design Lie. # : KW-06008402 Description : Foundation - Masonry Wall DESIGN SUMMARY File: s:\EC6 -DATA\903.09 pumel family residence addilion.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.81456 Soil Bearing PASS n/a Overturning - X-X PASS n/a Overturning - Z-Z PASS n/a Sliding -X-X PASS n/a Sliding -Z-Z PASS n/a Uplift PASS 0.022399 Z Flexure (+X) PASS 0.022399 Z Flexure (-X) PASS 0.0 X Flexure (+Z) PASS 0.0 X Flexure (-Z) PASS 0.032411 1-way Shear (+X) PASS 0.032411 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) PASS n/a 1 -way Shear (-Z) PASS 0.013890 2-way Punching Detailed Results Soil Bearing Rotation Axis &Load Combination... X-X. +D X-X. +D+L+H X-X. +D+LHH X-X, +D+0.750Lr-K).750L+H Z-Z. +D Z-Z. +D+L+H Z-Z. +D+Lr+H Z-Z, +D+0.75pLr-K).750L+HOverturning Stability 1.221 8 ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 1.0311 k-ft 1.0311 k-ft 0.0 k-ft 0.0 k-ft 2.7549 psi 2.7549 psi 0.0 psi 0.0 psi 2.3614 psi 1.50 ksf 0.0 k-ft 0.0 k-ft 0.0k 0.0k 0.0k 46.0350 k-ft 46.0350 k-ft 0.0 k-ft 0.0 k-ft 85.0 psi 85.0 psi 85.0 psi 85.0 psi 170.0 psi +D+L+H No Overturning No Overturning No Sliding No Sliding No Uplift +1.20D-K).50Lr+1.60L-t- +1.20D-t0.50LM.60L+ No Moment No Moment +1.20D+0.50LM.60L+ +1.20D-t€.50Lr+1.60L+ n/a n/a +1.20D-K).50Lr+1.60L+ Actual Soil Bearing Stress Actual / Allowable Gross Allowable 1.50ksf 1.50 ksf 1.50ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf 1.50 ksf Xecc n/a n/a n/a n/a 0.0 in 0.0 in 0.0 in 0.0 in Zecc 0.0 in 0.0 in 0.0 in 0.0 in n/a n/a n/a n/a +Z 0.59183 ksf 1.221 8 ksf 0.591 83 ksf 1.0643 ksf n/a ksf n/a ksf n/a ksf n/a ksf +Z 0.59183 ksf 1.221 8 ksf 0.591 83 ksf 1.0643 ksf n/a ksf n/a ksf n/a ksf n/a ksf -X n/a ksf n/a ksf n/a ksf n/a ksf 0.591 83 ksf 1.221 8 ksf 0,59183 ksf 1.0643 ksf -X n/a ksf n/a ksf n/a ksf n/a ksf 0.591 83 ksf 1.221 8 ksf 0.59183 ksf 1.0643 ksf Ratio 0.395 0.815 0.395 0.710 0.395 0.815 0.395 0.710 Rotation Axis & Load Combination...Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination..Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure Footing Flexure Load Combination.. Which Tension @Bot. Mu Side? or Top ? As Req'd Gvrn. As Actual As Phi'Mn Status X-X. +1. 400 X-X. +1 .400 X-X. +1 .20D-K).50Lr+1 .60L+1 .60H X-X. +1 .20D-K).50Lr+1 .60L+1 ,60H X-X. +1. 200+1 .60Lr-K).50l X-X.+1.20D->-1.60LM).50L Z-Z. +1. 400 Z-Z, +1 .400 Z-Z. H-1.20D+0.50lr+1.60U1.60H Z-Z.+1.20D-K).50Lr-Hl.60L-t-1.60H Z-Z.+1.20D+1.60Lr-»0.50L Z-Z. +1.200+1.601^+0.501 OneWay^hear ;;; -0 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.40269 k-ft 0.40269 k-ft 1.0311 k-ft 1.0311 k-ft 0.55954 k-ft . 0.55954M . .. , . ; - - -- _ - , •:---->- +2 -2 +Z -Z +2 -2 -X +X -X +X -X . +X TOD TOD TOD TOD TOD TOD Bottom Bottom Bottom Bottom Bottom Bottom o.oooo mmo.oooo mm 0.0000 mm 0.0000 in2/ft 0.0000 mm 0.0000 in2/ft 0.0108in2/ft 0.0108in2/ft 0.0278 in2/ft 0.0278 in2/ft 0.0151 in2/ft 0.0151 mm Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina Calc'd Bendina 0.3100 mm 0.3100 mm 0.3100in2/ft 0.3100 mm 0.3100in2/ft 0.3100 mm 0.9300 mm 0.9300 mm 0.9300 mm 0.9300 in2/ft 0.9300 mm 0.9300 in2/ft 15.3450 k-ft 15.3450 k-ft 15.3450 k-ft 15.3450 k-ft 15.3450 k-ft 15.3450 k-ft 46.0350 k-ft 46.0350 k-ft 46.0350 k-ft 46.0350 k-ft 46.0350 k-ft 46.0350 k-ft OK OK OK OK OK OK OK OK OK OK OK OK Load Combination...Vu@-X Vu@+X Vu@-Z Vu@+Z Vu:Max PhiVn Phi*Vn/Vu Status B.G Structural Engineering, Inc. 43-100 Cook Street, Suite 203 .Palm Desert, CA 92211 760-568-3553 Voice 760-568-5681 Fax Title: Purnel Residence Remodel & Addition Dsgnr: SC Project Desc.: Project Notes: Job #903.09 Printed: 6 MAY 2009, 5:18PM General Footing Design i Lie. # : KW-06008402 Description : Foundation - Masonry Wall File: s:\EC6 -DATAB03.09 purnel family residence acldilion.ecfi ENERCALC, INC. 1983-2008, Ver: 6.0.21, N:68097 License Owner : BG STRUCTURAL ENGINEERING INC. +1.40D +1. 200+0.501^1. 60L+1.60H +1.20D+1.60LK1.50L Punching Shear Load Combination... +1.40D +1.20D-K).50Lr+1.60L+1.60H +1.20D+1.60LN5.50L 1.0759osi 1.0759osi 2.7549 osi 2.7549 DSi 1.4949 osi 1.4949 osi Vu 0.92218 osi 2.3614 osi 1.2814 osi 0.0 DSi 0.0 DSi 0.0 DSi Phi*Vn 170.0osi 170.0 osi 170.0osi 0.0 DSi 0.0 DSi 0.0 osi 1.0759 DSi 2.7549 osi 1.4949osi Vu / Phi'Vn .0054250 0.013890 .0075370 85.0 osi 85.0 osi 85.0 osi 0.012657 OK 0.032411 OK 0.017587 OK Status OK OK OK §73> Oo^3 mC/) om om 2J Oom ft- og =Jo CO ^D C~> CT> CD O ^O CT> Ol 5.5' J,££) G= 5,25' I_ ^rn^\n\\- ^ Q a a a Tl m m(/)am om oo og o CO •CD O CT5 Project Name: Purnel Residence Remodel & Addition - 903.09 Address: 2001 Cordoba Place, Carlsbad, CA 92008 LOADS: High Roof : DEAD LOADS: Pitch = Roofing 5/8" Sheathing 2x Rafters @ 24" o/c Insulation GWB Ceiling Misc. DL= Slope Correction = DL= LL= TL= Floor : DEAD LOADS: Flooring 3/4" Sheathing Trusses© 16" o/c Ceiling Insulation Sprinklers Misc. DL= LL= TL= 3:12 5.00 PSF 2.00 3.00 2.00 4.00 2.00 18.00 PSF 1.03 18.55 PSF 20.00 PSF 38.55 PSF 5.00 PSF 2.00 3.00 2.00 2.00 2.00 2.00 18.00 PSF 40.00 PSF 58.00 PSF Lower Roof : DEAD LOADS: Pitch = Roofing 5/8" Sheathing Truss Joist Insulation GWB Ceiling Misc. Sprinklers DL= Slope Correction = DL= LL= TL= DEAD LOADS: Flooring 3/4" Sheathing Trusses @ 16" o/c Ceiling Insulation Sprinklers Misc. DL= LL= TL= 0:12 5.00 PSF 2.00 3.00 2.00 2.00 2.00 2.00 18.00 PSF 1.00 18.00 PSF 20.00 PSF 38.00 PSF 5.00 PSF 2.00 3.00 2.00 2.00 2.00 2.00 18.00 PSF 60.00 PSF 78.00 PSF WALLS: Exterior Wall: DEAD LOADS: Stucco 2x6 Studs® 16" o/c 3/8" Shear Sheathing 5/8" GWB Insulation Misc. Interior Wall: DEAD LOADS: DL= 10.00 PSF 1.60 1.50 2.20 0.60 1.10 (2)-5/8" GWB 5.40 PSF 2x Studs® 16" o/c 1.60 3/8" Shear Sheathing 1.50 Misc. 1.50 17.00 PSF DL= 10.00 PSF DEAD LOADS: Concrete Blk 156.00 PSF DL^ 156.00 PSF Project Name: Purnel Residence Remodel & Addition - 903.09 Address: 2001 Cordoba Place, Carlsbad, CA 92008 LATERAL LOADING 2007 CBC SEISMIC Ht. Abv.Gnd.(Ft) = 20.5 l= 1.00 "R" Factor = 6.5 Site Class = D Latitude = 33.148 Longitude = -117.314 Occupancy Catetory = II Ss= 1.229 S, = 0.464 Cu = 1.4 C, = 0.02 x = 0.75 Ta= 0.193 TL=8 p= 1.3 Fa= 1.0084 Fv = 1.536 SDS = 0.826 SD1 = 0.475 SDC (SDS) = D SDC (SD1) = D USE: SDC = D BASE SHEAR Per ASCE7Eq. 12.8-2 Per ASCE7Eq. 12.8-3 Per ASCE7Eq. 12.8-5 Cs = 0.127 Not to exceed- Cs = 0.379 Not less than- Cs= 0.010 Use- 0.010 GOVERNS 0.127 STRENGTH DESIGN 0.091 WORKING STRESS DESIGN (DIVIDE BY 1.4) Level HR 2-FLR Wpx 41.16K 56.58K Hi 17' 9' Wi*Hi 699.786' 509.22' % 0.579 0.421 Vi 5.14 3.74 pVi 6.68 4.86 A 1128 2008 pVi (psf) 5.92 2.42 Sum= 97.74K Sum= 1209.006' 1.000 8.87 11.54 (Kips) Project Name: Purnel Residence Remodel & Addition - 903.09 Address: 2001 Cordoba Place, Carlsbad, CA 92008 2007 CBC WIND Max. Wind Load = 13.76psf (Refer to wind load calcs.attached) N/S Direction: Wind Areas: USE Wind Unit Load = 17psf Level = (Sq. Ft.) A1 A2 A3 A4 HR 253.00 0.00 0.00 0.00 2-FLR 495.00 0.00 0.00 0.00 Wind Force: Total = E/W Direction: Wind Areas: 4301 8415 Wind Force: Total =7718 8568 Level = (Lbs.) FA1 FA2 FAS FA4 HR 4301 ___jL_i. _ 0 2-FLR 8415 0 0 0 12.72K WIND GOVERNS Level = (Sq. Ft.) A1 A2 A3 A4 HR 454.00 0.00 OOO 0.00 2-FLR 504.00 0.00 0.00 0.00 Level = (Lbs.) FA1 FA2 FAS FA4 HR 2-FLR 7718 0 0 0 8568 0 0 0 16.29K WIND GOVERNS MECAWind Version 2.0.2.5 per ASCE 7-05 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises,com Date : 5/6/2009 Project No. Company Name : BG Structural Engineering Inc. Designed By Address : 43-100 Cook Street, Suite 203 Description City : Palm Desert Customer Name State : CA Proj Location 903.09 SC Purnel Remodel & Addition Carlsbad, CA 92008 File Location: J:\McAuliffe\903.09 Purnel Family Residence Addition\903.09 Purnel Residence Wind.wnd Detailed Wind Basic Wind Speed(V) = 85.00 mph Structural Category = II Natural Frequency = N/A Importance Factor = 1.00 Alpha = 7.00 At =0.14 Am = 0.25 Cc = 0.30 Epsilon = 0.33 Slope of Roof = 1.83 : 12 Ht: Mean Roof Ht = 18.75 ft RHt: Ridge Ht = 20.50 ft OH: Roof Overhang at Eave= 2.00 ft 2 Bldg Length Along Ridge = 56.00 ft Load Design(Method 2) per ASCE 7-05 85.00 mph Structure Type = Building Exposure Category = B Flexible Structure = No Kd Directional Factor = 0.85 Zg = 1200.00 ft Bt = 0.84 Bm =0.45 1 = 320.00 ft Zmin = 30.00 ft Slope of Roof(Theta) = 8.65 Deg Type of Roof = Hipped Eht: Eave Height = 17.00 ft Roof Area = 2027.00 ftA Bldg Width Across Ridge= 42.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.M Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 30.00 ft Izm: Cc*(33/Zm)A0.167 = 0.30 Lzm: 1*(Zm/33)^Epsilon = 309.99 ft Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63})A0.5 = 0.90 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(l+l.7*3.4*lzm)) = 0.87 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Figure 6-5 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 6-6 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems(Method 2) 41 L TTTTTTTTTT iiiiiliiii B Kh: Kht Qh: 2.01* (Ht/Zg) A (2/Alpha) Topographic Factor (Figure 6-4) .00256* (V) A2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area MWFRS-Wall Pressures Perpendicular to Ridge Wall Cp +GCpi (psf ) -GCpi (psf ) 0.61 1.00 9.63 psf 0.80 2027.00 ftA2 0.80 Leeward Walls Side Walls Top Elev Bot Elev ft 20.50 20.00 10.00 ft 10.50 10.00 .00 -0.50 -0.70 Kz Kzt 0.63 0.62 0.57 1.00 1.00 1.00 -5.83 -2.36 -7.46 -4.00 qz Windward Wall psf 9.88 9.81 9.04 +GCpi 4, 4. 4. .98 .94 .41 Total - GCpi + / - GCpi 8 8 7 .45 .40 .88 10.81 10.76 10.24 Shear Kip 0.30 6.33 12.06 Moment K-ft 0.08 33.24 125.21 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting at 'Bot Elev' Roof - Dist from Windward Edge Cp +GCpi(psf) -GGpi(psf) 0.0 ft to 9. 9.4 ft to 18. 18.8 ft to 37 37.5 ft to 42 4 ft 8 ft .5 ft .Oft MWFRS-Wall Pressures Wall Leeward Walls Side Walls Parallel Cp -0.43 -0.70 to -0.90 -0.90 -0.50 -0.30 Ridge +GCpi (psf) -5. -7. ,28 ,46 -9. -9. ~~ 5 . -4. 10 10 83 19 -5. -5. -2. -0. 63 63 36 72 -GCpi (psf) -1. -4. 81 00 Top Elev ft 20.50 20.00 10.00 Bot Elev ft 10.50 10.00 .00 Kz 0.63 0.62 0.57 Kzt 1.00 1.00 1.00 qz Windward Wall Total Shear psf +GCpi -GCpi +/-GCpi Kip 9.88 9.81 9.04 4, 4. 4. .98 ,94 ,41 8. 8 7 .45 .40 .88 10.26 10.22 10.00 0.22 4.51 8.71 Moment K-ft 0.05 23.67 89.74 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and. Moment are sum of forces (Leeward+Windard) acting at 'Bot Elev1 Roof - Dist from Windward Edge Cp +GCpi(psf) -GCpi(psf) 0.0 ft to 9.4 ft 9.4 ft to 18.8 ft 18.8 ft to 37.5 ft 37.5 ft to 56.0 ft -0.90 -0.90 -0.50 -0.30 -9.10 -9.10 -5.83 -4.19 -5.63 -5.63 -2.36 -0.72 Basic Load Gases Transverse. Direction Longifedinal Dicedion Transverse Direction Longitudinal Direction 3[orsijpiial_Load_Cases Low Rise Bldg Provisions per Fig. 6-10: MWFRS Transverse Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 2 3 4 5 6 IE 2E 3E 4E IT 2T 3T 4T 0. -0 -0 -0 -0 -0 0. -1 -0 -0 * * * * 43 .69 .4 .32 .45 .45 66 .07 .57 .48 0, 0, 0. 0. 0. 0. 0. 0. 0. 0.* * * * 18 18 18 18 18 18 18 18 18 18 -0. -0. -0. -0. -0. -0. -0. -0. -0. -0. * * * * 18 18 18 18 18 18 18 18 18 18 11 11 11 11 11 11 11 11 11 11 * * * * .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 2. -9. -6. -5. -6. -6. 5. -13. -8. -7. 0. -2. -1. -1. 75 58 39 51 94 94 28 76 26 27 69 39 60 38 6.72 -5.62 -2.42 -1.54 -2.97 -2.97 9.25 -9.80 -4.29 -3.30 1.68 -1.40 -0.61 -0.39 Low Rise Bldg Provisions per Fig. 6-10: MWFRS Longitudinal Direction Building GCpf +GCpi -GCpi qh Min P Max P Surface psf psf psf 1 2 3 4 5 6 IE 2E 3E 4E IT 2T 3T 4T 0. -0 -0 -0 -0 -0 0. -1 -0 -0* * * * 4 .69 .37 .29 .45 .45 61 .07 .53 .43 0 0 0 0 0 0 0 0 0 0 * * * •A- .18 .18 .18 .18 .18 .18 .18 .18 .18 .18 -0. -0. -0. -0. -0. -0. -0. -0. -0. -0. * * * * 18 18 18 18 18 18 18 18 18 18 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. * * * * 01 01 01 01 01 01 01 01 01 01 2. -9. -6. -5. -6. -6. 4. -13. -7. -6. 0. -2. -1. -1. 42 58 06 17 94 94 73 76 82 72 61 39 51 29 6.39 -5.62 -2.09 -1.21 -2.97 -2.97 8.70 -9.80 -3.85 -2.75 1.60 -1.40 -0.52 -0.30 Notes: 1) Min P qh Notes: 2) Max P = qh (GCPf - (H-GCpi) ) (GCPf - (-GCpi)) Notes: 3) * For Torsional Load Cases, the zones are designated with a "T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25%*1(Id case 1) , 2T=25%*2,3T=25%*3,4T=25£*4) Exceptions to Torsional Load Cases: One story buildings with mean roof height<=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) Date Company Name Address City State File Location Wind.wnd MECAWind Version 2.0.2.5 ASCE 1-05 Developed by MECA Enterprises, Inc. Copyright 2009 www.mecaenterprises.com 5/6/2009 Project No. BG Structural Engineering Inc. Designed By 43-100 Cook Street, Suite 203 Description Palm Desert Customer Name CA Proj Location 903.09 SC Purnel Remodel & Addition Carlsbad, CA 92008 J:\McAuliffe\903.09 Purnel Family Residence Addition\903.09 Purnel Residence Hip Roof 7 < « <= 27 Wind Pressure on Components and Cladding Width of Pressure Coefficient Zone "a" = 4.2 ft Description Zone Zone Zone Zone Zone Zone Zone Zone 1 2 3 4 5 1H 2H 3H Width ft 1. 1. 1. 1. 1. 1. 1. 1. 00 00 00 00 00 00 00 00 Span Area ft ftA2 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11111 1 1 1 Zone .00 .00 .00 .00 .00 .00 .00 .00 1 2 3 4 5 2H 3H Max GCp 0.500 0.500 0.500 0.900 0.900 .000 0.500 0.500 Min GCp -0 -1 -1 -1 -1 -2 -3 .900 .700 .700 .100 .400 .000 .200 .700 Max P psf 10 10 101111 10 10 10 .000 .000 .000 .896 .896 .000 .000 .000 Min P psf -11.896 -20.707 -20.707 -14.098 -17.403 -10.000 -24.232 -40.753 Khcc.-Comp. & Clad. Table 6-3 Case 1 Qhcc:. 00256*VA2*I*Kbcc*Kht*Kd 0.70 = 11.01 psf SEISMIC WEIGHTS: SEISMIC AREAS (so. ft.)SEISMIC WEIGHTS: TOTAL •• HR 1128.0 1128 SNOW ^ 0.0 0 2-FLR ^ _2008.0J 2008 LR1 0.0 0 LR2 0.0 0 0.0 0 0 SF HE Roof: Snow: Ext. Walls: Ext. Wallsl: Int. Walls: 2-FLR Floor: Lower Roof 1: Lower Roof 2: Ext. Walls: Ext. Wallsl: Int. Walls: A 1128 0 780 0 698 w (psf) 18.55 0.00 17.00 0.00 10.00 Wi 20929 0 13260 0 6975 Roof Total = 41,164 Ibs. A 2008 0 0 0 612 32 504 w(psf) 18.00 18.55 18.00 0.00 17.00 156.00 10.00 Wi 36144 0 0 0 10404 4992 5040 Roof Total = 56,580 Ibs. Exterior Walls: HR H 7.5 0 0 0 L 104 0 0 0.00 A 780.0 0.0 0.0 0.0 TOTAL = 2-FLR 780 SF H 4 0 0 0 L 153 0 0 0.00 ^612.0 0.0 0.0 0.0 TOTAL = 612 SF 2-FLR H 4 0 0 0 L 8 0 0 0.00 A 32.0 0.0 °^°—0.0 TOTAL =32 SF Interior Walls: HR H 7.5 0 0 L 93 0 0 A 697.5 0.0 0.0 0.0 2-FLR TOTAL = 698 SF H 4 0 0 0 L 126 0 0 0 A 504.0 0.0 0.0 0.0 TOTAL =504 SF SHEAR WALLS: Level = HR Unit Load = 5.92 psf HD segment Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J K L M N O'• _ Trib. Area 294 54 0 0 0 0 0 0 0 0 0 0 0 0 0 399 99 0 •0 0 0 0 0 0 0 0 0 0 0 0 Shear (Ibs; 1740 320 0 0 0 0 0 0 0 0 0 0 0 0 0 2362 586 0 0 0 0 0 0 0 0 0 0 0 0 0 Above (Ib:/ Total (Ibs 1740 320 0 0 0 0 0 0 0 0 0 0 0 0 0 2362 586 0 0 0 0 0 0 0 0 0 0 0 0 0 ength(s) (f 5.50 6.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.25 5.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 v(plf) 316.4 53.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 449.9 106.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 UseSW* 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 length 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 Wrm (plf) 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 189 99 0 0 0 0 0 0 0 0 0 0 0 0 0 Wwall (psf) 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 , 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 Add'l point load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wall Hgt. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 OTM 15189 2557 0 0 0 0 0 0 0 0 0 0 0 0 0 18896 4689 0 0 0 0 0 0 0 0 0 0 0 0 0 0.85 Factored RM 2632 2632 0 0 0 0 0 0 0 0 0 0 0 0 0 3807 3021 0 0 0 0 0 0 0 0 0 0 0 0 0 Uplift 2249 -13 0 0 0 0 0 0 0 0 0 0 0 0 0 3122 328 0 0 0 0 0 0 0 0 0 0 0 0 0 Use (2)-CS16 CS16 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A CMST14 CS16 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A HD segment Line 1 2 3 4 5 6 7 8 g 10 11 12 13 14 15 16 17 18 19 20 21 A B C D E F G H I J K L M N O P Trib. Area 641 540 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 560 140 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear (Ibs) 1551 1307 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1355 339 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Above (Ibi 1740 320 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2362 586 0 0 0 0 0 0 0 0 0 0 0 0 0 0 / Total (Ibs 3292 1626 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3717 925 0 0 0 0 0 0 0 0 0 0 0 0 0 0 engthjs) (f 12.50 8.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.75 8.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 v(plf) 263.3 191.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 221.9 115.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Use SW # 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 Concrete Wall 1 1 1 1 1 1 1 1 1 1 1 1 1 1 length 13 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wrm (plf) 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 , 0 0 406 54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wwall (psf 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 150.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 17.00 Add'l point load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wall Hgt. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 OTM 26333 13011 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8877 7399 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.85 Factored RM 11422 5281 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5759 34109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uplift 1234 956 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 680 -3522 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Use HDU2 HDU2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A SHEAR WALLS:Level = HR Wind Check Wind Unit Loads: 17.00 HD segment Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 A B C D E F G H I J K L M N O 120 45 0 0 0 0 0 0 0 0 0 0 0 0 0 79 41 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear (Ibs) 2040 765 0 0 0 0 0 0 0 0 0 0 0 0 0 1343 697 0 0 0 0 0 0 0 0 0 0 0 0 0 V Above (Ibs)V Total (Ibs) 2040 765 0 0 0 0 0 0 0 0 0 0 0 0 0 _, 1343 697 0 0 0 0 0 0 0 0 0 0 0 0 0 Length(s) (ft) 5.50 6.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.25 5.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 v(plf) 370.9 127.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 255.8 126.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 UseSW* 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 length 6 6 0 0 0 0 0 0 0 0 0 0 0 0 0 5 6 0 0 0 0 0 0 0 0 0 0 0 0 0 Wrm (plf) 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 189 99 0 0 0 0 0 0 0 0 0 0 0 0 0 (/wall (ps 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 Add'l point load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i/Vall Hgt 8 8 8 8 8 8 8 8 8 8 8 __, 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 OTM 17804 6120 0 0 0 0 0 0 0 0 0 0 0 0 0 10744 5576 0 0 0 0 0 0 0 0 0 0 0 0 0 0.67 Factored RM 2074 2074 0 0 0 0 0 0 0 ,_ 0 0 0 0 0 0 3001 2381 0 0 0 0 0 0 0 0 0 0 0 0 0 Uplift 2817 725 0 0 0 0 0 0 0 0 0 0 0 0 0 1602 628 0 0 0 0 0 0 0 0 0 0 0 0 0 Use (2)-CS16 CS16 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A CMST14 CS16 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A SHEAR WALLS:Level = 2-FLR Wind Check Wind Unit Loads: 17.00 HD segment Line 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 A B C D E F G H I J K L M N 0 P 136 128 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 84 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Shear (Ibs) 2312 2176 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1428 476 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V Above (Ibs) 2040 765 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1343 697 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V Total (Ibs) 4352 2941 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2771 1173 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Length(s) (ft) 12.50 8.50 1.00 1.00 1.00 1.00 i.OO 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 16.75 8.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 v(plf) 348.2 346.0 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 165.4 146.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Use SW # 3 31 11 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 2 Concrete Wall 1 1 1 1 1 1 1 1 1 1 1 1 1 1 lenqth 13 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Wrm (plf) 36 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 406 54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tfwall (ps 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 150 17 17 17 17 17 17 17 17 17 17 17 17 17 17 Add'l point load 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WalIHgt. 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 8 OTM 34816 23528 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6617 9384 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.67 Factored RM 9003 4163 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4539 26886 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uplift 2136 2396 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 453 -2308 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Use HDU2 HDU2 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A B.C. Structural Engineering, Inc 43-100 Cook Street, Suite 203 Plam Desert, CA 92211 Title : Purnel Residence Remodel & Addition Job # 903.09 Dsgnr: SC Date: 1:30PM, 7 MAY 09 Description : /OU-ODO-OOOJ voice 760-568-5681 Fax Scope : Rev: 5601 00 D 1User: KW-0603989, Ver 5.6.1, 25-Oct-2002 MaSOnfV PlfiT AnalVSIS & DOSIOH 9 (c)1 983-2002 ENERCALC Engineering Software iwi««wi 11 y i iv*i j-m«*iy.*i« v» v\.wijjn s:\ec-data\903.09 purnel residence remodel & Description Typical Masonry Wall - Lateral General Information Total Lateral Force Seismic Zone Load Duration Factor 1.17 k Moduli: Em = f m * 750.00 4 Moduli: Ev = Em * 0.40 1.33 Shear Pier Data «_™_™_™^_«™_^_J Pier Height Pier Length Wall Thickness "j" : Depth Mult. Pier Fixity fm Fs Sp Insp Grout Spacing Analysis Data L Height/Length (H/L)A3 Rel. Defl Sum Rigidity Rigidity = .001/Defl % Force to Pier Shear to Pier Relative Defl *10A5 M / (V*Depth) Em Ev MfflfiMBfffyl'ffi'T^'^raMrc'rfa^^'ft^ggJ Shear Reinforcing... fv=v/(12*est*jd) Fv: w/o Reinf. Fv: w/ Reinf. Horiz. Shear Av Req'd Bending Reinforcing... Moment @ End "d" to tension As Bending As Req'd Pier #1 8.00ft 8.00ft 16in 0.80 Fix-Fix 1 ,500 psi 24,000 psi No 24 in Pier #1 1 .0000 1.0000 0.2222 4,500.00 4,500.000 1.00 1.170k 0.00 in 0.500 1125,000.0 psi 450,000.0 psi Pier #1 2.26 psi 30.05 psi 45.07 psi Not Req'd inA2/ft 4.68 k-ft 6.40ft 0.02 in2 Shear Wall Schedule Per 1997 UBC Shear walls to span from sill plate to double top plate. Shear walls to be continuous above and below all openings. Exterior walls to be: 7/8" thk. stucco w/ Portland cement plaster w/ 1.4# per sq. yd., 17ga. galv. wire lath and 16 ga. Staples (w/ 7/8" legs) at 6" o/c. E.N. & 12" o/c. F.N. * Plywood as furring 1 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 6" o/c edges & 12" o/c field 5/8" dia. A.B. at 32" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing @ raised floor - 16d at 5" o/c Solid blocking - "Simpson" A3 5 at 24" o/c each block TJI block- 6-16d each block 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 4" o/c edges & 12" o/c field 5/8" dia. A.B. at 24" o/c. w/ 2"x 2"x 3/16" washers Shear transfer: Sill nailing @ raised floor - 16d at 3.5" o/c Solid blocking - "Simpson" A35 at 16" o/c each block TJI block- 8-16d each block 3/8" thick wall sheathing, exp. 1 w/ 8d nails at 3" o/c edges & 12" o/c field 5/8" dia. A.B. at 12" o/c. w/ 2"x 2"x 3/16" washers 3x studs & blocking at all adjoining panel edges Shear transfer: Sill nailing @ raised floor - 16d at 3" o/c staggered Solid blocking - "Simpson" A3 5 at 12" o/c each block TJI block- 12-16d each block Tnm ItitiM type UlNMPOST 1H- 0£516H Ofay: Fb£ k^w'i HO REPAIR- 4-X4 3X4 VL CONST. QQo' AQ, C sooffiT ^-'" ,.^'t .--^'*' _,-^"' -'-•""'.^-"'^ .^ na '^^ ffcn LOAIXNG ;piliTCIL zao 1CDL 14.0 >((Ba.i aoneat s.oi LUMRtH SPACING I •.. •, (' -i I SIMM 1 7!) R«»>S««titrKr YES EOT CHORD y X 4 OF Ma.? WHR i OTAC110NS (lvsl»9) CSI 1C 055 BC 0/4 WO 0(* 03-6) f-OHCES IW Max Cofl.fi/Ma*. Ten. • Ali to'.j» »o {») or toss ow.opt nlnn sbaw. 1-?-98fr3?9.z;w98&'3;9 l-4-Jf>?i«?.', 3 4. 26282? PEP- IC60 WE.P<?PT HO. = 302^ /PAIR, TOTAL PL. FOR HLPAI« ONLVSfXISTINQ LOADS. tXMEKSWNS AW H6U3^i nv oncra DEADLINES ENGINEERING. INC. The Reid Building 601 Morro Bay Blvd., Ste. F Morro Bay, CA 93442 -to! - lOAWNQ<psti TCLLTCSL CO.! Ino*. soo 14.0 00 ^ SPACING PlfllCS hit! MM I . i Icf l"vciftfi!tfl ! 'rp Glrasf, 1". Jcoti» incajoa' CUT ! XV ^-^ ;tt). 1560 ?60 2-0-0 I.K 1 75 YESPIJOOZ ca 1G 055HO 0.«4wa ooe TlV C>«,1HD 2 X 4 Oi No ? !>O1 Ui rjRD ? X * Vf Na.J (H^tw) t 57410 l*!«)sW,: 0-3-8t. 3-5/4.0 18 (inpul: 036) FORCES (W • Mitt Corop <Man. Ten. - All (oua-i ?50 (I") 01 ktss iwcupl whan !0»«i lOf CHTJHtl I Z~-9KI9I9. ? S- 'A-E8S © 5t$ TO PEptAe COT -5106 , 7' toM6. WML e I- •Sl.Ot / " ofc. prr. 8d-MiIiO.U3X23/8lGUNHAIL 16d--- WIN, 0.131x3" GUN NAIL DEADUINES ENGINEERING. ""The Reid Building 601 Morro Bay Blvd., Ste. F MorroBay.CA 93442 1 6 2009 TITLE 24 REPORT Title 24 Report for: Purnel/Anderson Residence 2001 Cordoba Place Carlsbad, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-form, Inc. 77-810 Las Montanas Road, Suite 201 Palm Desert, CA92211 (760)345-1352 Job Number: Date: 5/12/2009 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.4 by EnergySoft Job Number:User Number: 2655 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1R Certificate of Compliance 3 Form MF-1R Mandatory Measures Summary 6 HVAC System Heating and Cooling Loads Summary 8 Room Load Summary 9 EnergyPro 4.4 by EnergySoft Job Number: User Number: 2655 Certificate Of Compliance : Residential (Parti of3) CF-1R Funnel/Anderson Residence 5/12/2QM.Project Title 2nni r.nrdoha place Carishad Project Address InRU-fnrm Inn Documentation Author FnergyPro Compliance Method TDV Standard (kBtu/sf-yr) Design Space Heating 17.59 Space Cooling 8.02 Fans 2.28 Domestic Hot Water 19.12 Pumps 0.00 Totals 47.00 Percent better than Standard: (760)345-1352 Telephone CA Climate 7nnp 07 Climate Zone Proposed Compliance Design Margin 16.70 0.89 7.53 0.48 2.17 0.11 19.12 0.00 0.00 0.00 45.52 1.49 3.2% Date Building Permit* Plan Check/Date Field Check/Date BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED I Building Type: [^Single Family EHMuIti Family Building Front Orientation: Fuel Type: Fenestration: Area: 561 ft2 Avg. U: Ratio: 44.0% Avg. SHGC: BUILDING ZONE INFORMATION lone Name Living /one CU Addition 51 Existing + Add/Alt (W) 270 deg Natural Gas 0.59 0.45 Floor Area Volume 1,275 1070Q Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: #of Units Zone Type Conditioned Thermostat Type Setback 1,275 ft2 1,110 ft2 505 ft2 770 ft2 8.0 ft 1.00 1 Vent Hgt. Area OPAQUE SURFACES Type Frame Area Insulation Act. U-Fac. Cav. Cont. Azm. Gains Condition Tilt Y/N Status JAIV Reference Location / Comments Wall Wood Door None Wall Wood Wall None Wall Wood Roof Wood Floor Wood .Wall Wond . Wall Wood Wall Wood Wall Wood Rnof Wood Wall Wood Door None Wall Wood Wall Wood Wall Wood Wall Wnnd Roof Wnnri Floor Wood Wall Wond Wall Wood Wall Wood 'Vail Wnori oof Wnnd 38 14 176 64 57 105 10.5 196 194 105 48 70 700 304 197 777 310 400 770 770 160 770 400 0095 0500 0095 0650 0095 0037 0034 0095 0095 0095 0095 0037 0.110 0.500 0.110 0.110 0 110 0 110 0049 0.046 0 110 0 110 0 110 0 110 0049 R-15 R-00 None R-0.0 R-15 R-00 None R-0 0 R-15 R-00 R-30 R-0 0_ R-30 R-0 0 R-15 R-00 R-15 R-0.0 R-15 R-0.0 R-15 R-00 R-30 R-0 0 R-11 R-0.0 None R-00 R-11 R-00 R-11 R-0.0 R-11 R-00 R-11 R-00 R-19 R-00 R-13 R-00 R-11 R-00 R-11 R-00 R-11 R-0.0 R-11 R-00 R-19 R-00 0 0 90 90 180 270 0 770 0 90 180 770 770 770 770 0 90 180 770 0 270 0__ 9D___ 180 270 90 9Q 90 90 9Q 0 180 90 90 an 90 0 9Q 9Q 90 90 90 90 0 180 90 9Q 90 90 XXXX X XX1XXX 3XXX t 1 New New New New New New New New New New Fxisting Fxisting Removed Fxisting Fxisting Fxistina Fxistinn New Fxisting Fxisting Fxistino 0 [XI | I Fxisting Run Initiation Time: 05/12/0917:58:52 Run EnergyPro 4.4 by EnergySoft User Number 2655 OQ-A4 28-A4 OPi-A4 17-A9 09-A4 01-A17 71-A7 09-A4 09-A4 09-A4 09-A4 01-A17 09-A7 7fi-A4 09-A7 09-A7 09-A7 09-A7 01-A4 20-A3 09-A? 09-A7 09-A7 09-A7 01-A4 Code: 1242176332 Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Addition Existing I JExislingJ. Existing L Existing L Fxistinn I Fxisting I Existing I Existing L Existing I Existing L ExisiingJ. Fxisting I Fxisting I Job Number: iving iving iving .iving iving ivinn iving iving iving iving iving iving iving Page: 3 of 9 Certificate Of Compliance : Residential (Part 2 of 3) CF-1R Purnel/Anderson Residence 5/12/2009 Project Title Date FENESTRATION # Type j_ 2 J_ 4_ 5_ 6_ Z_ 8_ 5_ia 11 12 12 14 15 16 17 18 13 JA/indow Window Window Window Window Window .Window Window -Window. JMndQML Window Window -Window. Window Window Window Existing Window -Existing,. Frnnt Left Left Rear Front Front Front Left Rear Rear Rear Rear Rear Right Right Rear Rear SURFACES Area U-Factor1 (W) (N) (N) (E) (W) (W) (W) (N) (F) fF) (E) (E) (E) (S) (S) (E) (E) 27.0 8.0 6.0 16.0 40.0 6.0 136.0 16.0 3.0 64.0 53.4 64.0 30.0 16.0 32.0 70.0 70.0 0.5RO NFRC 045 0.590 NFRC 0.45 0.590 NFRC 0.45 0.590 NFRC 0.45 1.280 NFRC 0.80 0.790 116-A 0.70 0.590 NFRC 0.45 0.590 NFRC 0.45 1.28.0 NFRC 0.80 0.590 NFRC 0.45 1.280 NFRC 0.80 0.590 NFRC 0.45 0.590 NFRC 0.45 0.590 NFRC 0.45 0.590 NFRC 0.45 0.590 NFRC 0.45 1.280 NFRC 0.80 0.590 NFRC 0.45 1.280 NFRC 0.80 True Cond. SHGC Azm. Tilt Stat. Glazing Type NFRC NFRC NFRC NFRC NFRC 116-B NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC P70 0 0 90 270 270 0 9Q_ 90 New 90 New 90 New 90 New IWCfiPOnAlnm/l nw-F IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E 90 RemovedSingle Mtl Uncoated Default 90 Existing 90 New 90 New 90, Remove 90 New Double Metal Clear IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E dSingle Mtl Uncoated Default IWC 6200 Alum/Low-E 90 90 RemovedSinole Mtl Uncoated Default 90 90 180 180 9Q_ 90 90 New 90 New 90 New 90 New 90 Altered 90 Altered IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E IWC 6200 Alum/Low-E Single Mtl Uncoated Default IWC 6200 Alum/Low-E Single Mtl Uncoated Default Location/ Comments Addition Addition Addition Addition Existing Existing Existing Existing Existing Existing Existing Existing Existing Existing Existing Existing Living Living Living Living Living Living Living Living Living Living Living Living Dre-altered for above Existing Living pre-altered for above 1. Indicate source either from NFRC or Table 116A.2. Indicate source either from NFRC or Table 116B. # 1 2 3 4 i 0 7 8 9 10 11 12 13 14 15 16 i-rvn_»r\ miu t/v i crviwrv onrtun^vj ..,. , Exterior Shade Tvoe SHGC Bug Bug Bug. Bug Bug Bug Bug Bug Buq Bug Bug.Bug Bug _Bug_ ESyS-Bug Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen Screen 0.76 0.76 0.76 0.76 0.76 0 76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 Hgt. 3.0 2.0 3.0 4.0 8.0 6.0 1.0 8.0 6.8 8.0 5.0 6.0 6.0 6.8 Wd. 1.5 2.0 2.0 4.0 5.0 1.0 ZO 3.0 8.0 8.0 8.0 6.0 2.0 2.0 5.0 Len. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 Overhang Hgt. 0.1 0.1o.1 QJ 01 0.1 0, 0. 0. 0. 0. 0. 0. 0. 0. .1 1 1 1 1 1 1 1 1 LExt. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 Left Fin Riqht Fin RExt. Dist. Len. Hgt. Dist. Len. Hgt. 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 6.0 2.0 6.0 6.0 2.0 2.0 2.0 18 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 THERMAL MASS FOR HIGH Area Type (sf) Concrete. Heavyweight MASS Thick (in.) 64 8.00 DESIGN Heat Inside Cap. Cond. R-Val. 28 0.98 0 JA IV Reference 12-A9 Condition Status New Location/ Comments Addition / Exterior Mass PERIMETER LOSSES Type Slab Perimeter Slab Perimeter Length 12 90 R-Val None None Insulation Location No Insulation No Insulation JA IV Reference 26-A1 26-A1 Condition Status New Existing Location/ Comments Addition Existing Living Run Initiation Time: 05/12/0917:58:52 Run Code: EnergyPro 4.4 by EnergySoft User Number: 2655 Job Number: 1242176332 Page: 4 of 9 Certificate Of Compliance : Residential (Part 3 of 3) CF-1R Purnel/Anderson Residence 5/12/2009 Project Title Date HVAC SYSTEMS Location Living Zone Heating Type Central Furnace Minimum Eff 80% AFUE Cooling Type Split Air Conditioner Minimum Condition Eff Status 13.0 SEER New Thermostat Type Setback HVAC DISTRIBUTION Location Living Zone Heating Ducted Cooling Ducted Duct Location Attic Duct Condition R-Value Status 2.1 New Ducts Tested? No Hydronic Piping System Name Pipe Pipe Length Diameter Insul. Thick. WATER HEATING SYSTEMS System Name Water Heater Type Distribution #in Rated Tank Energy Tank Insul. Input Cap. Condition Factor Standby R-Value Syst. (Btu/hr) (gal) Status or RE Loss Ext. Standard Gas 50 gal or Less Small Gas No Pipe Insulation 1_40,000 50 Existing 0.53 n/a n/a Multi-Family Central Water Heating Details Hot Water Pump Control _# HP Type Hot Water Piping Length (ft) Add 1/2" In Plenum Outside Buried Insulation REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing reguire installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Address: Documentation Author Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address:77-810 Las Montanas Road, Suite 201 Palm Desert, CA 92211 Telephone:Lie. #:Telephone, (760) 345-1352 (signature)(date)(date) Enforcement Agency Name: _ Title/Firm: _ Address: _ Telephone: _ lignature)(date) Run Initiation Time- 05/12/09 17:58:52 EnergyPro 4.4 by EnergySoft User Number: 2655 Run Code: 1242176332 Job Number:Page: 5 of 9 Mandatory Measures Summary: Residential (Page 1 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. npoftp jpTIOM Check or initial applicable boxes or check NA if not applicable and included with the UtOOKIr 1 IUIM permit application documentation.N/A DESIGNER ENFORCE- MENT Building Envelope Measures § 1 50(a): Minimum R-1 9 in wood ceiling insulation or equivalent U-factor in metal frame ceiling. § 150(b): Loose fill insulation manufacturer's labeled R-Value: § 150(c): Minimum R-1 3 wall insulation in wood framed walls or equivalent U-factor in metal frame walls (does not apply to exterior mass walls). § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U-factor. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory-built fireplaces have: a. closable metal or glass door covering the entire opening of the firebox b. outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed. § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 9 1 50(l): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include CF-6R Form § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. § 1 50(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. 3 150(i): Setback thermostat on all applicable heating and/or cooling systems. 3 150(J): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-1 2 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-1 2 external insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R-value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1 . First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 1 SOB. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space. 7. Solar water-heating systems/collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 4.4 by EnergySoft User Number: 2655 Job Number: n n n nnn n n D n n n n n n n n n n n n G D D s ^] m D D Dn D D D [xl H a H H S H tn m a H n a n n Page n n n n nnn n n n n n n n n n n n n n n n n n n 6 of 9 Mandatory Measures Summary: Residential (Page 2 of 2) MF-1R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. _____.__._.. Instructions: Check or initial applicable boxes when completed or check N/A if not DEbCRIPTION app|icab|e.N/A ENFORCE- DESIGNER WENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605, and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements ofUL181,UL181A, orUL181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 1 . A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. § 115: Gas fired fan-type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non-electrical cooking appliances with pilot < 150 Btu/hr) 5 1 18 (i): Cool Roof material meets specified criteria Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast. ) 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. ) 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. OR are controlled by an occupant sensor(s) certfied to comply with Section 1 19(d). } 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility roomsshall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are controlled by an occupant sensor that complies with Section 1 1 9(d) that does not turn on automatically or have an always on option. ) 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (1C) and are certified to ASTIM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. i 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). i 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. '• 150(k)8: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 1 1 9(d). EnergyPro 4.4 by EnergySoft User Number: 2655 Job Number: D D Q D D D D D D D D D D D D n D D D D n n s B B B H B B Q D D D B D S B B B B B B D D Page: n n n n n n D n n n n n n n n n n n n n n n 7 of 9 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME SYSTEM NAME Purnel/Anderson Residence Living Zone ENGINEERING CHECKS Number of Systems 1 Heating System Output per System Total Output (Btuh) Output (Btuh/sqft) 80,000 80,000 62.7 Cooling System Output per System Total Output (Btuh) Total Output (Tons) Total Output (Btuh/sqft) Total Output (sqft/Ton) Air System 46,500 46,500 3.9 36.5 329.0 CFM per System Airflow (cfm) Airflow (cfm/sqft) Airflow (cfm/Ton) Outside Air (%) Outside Air (cfm/sqft) 1,595 1,595 1.25 411.6 0.0 0.00 Note: values above given at ARI conditions D F ATE 5/12/2009 LOOR AREA 1,275 SYSTEM LOAD CO CFIV Total Room Loads 1,9 Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD L COOLING PEAK Sensible Latent 51 35,087 3,397 0 3,748 0 0 0 C 0 3,748 42,583 3,397 COIL HTG. PEAK CFM Sensible 719 32,149 4,337 0 0 0 0 4,337 I 40,822 iHVAC EQUIPMENT SELECTION YorkH1RD048S06 Total Adjusted System Output (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK 36,174 12,040 36,174 12,040 Aug 2 pm 80,000 80,000 Jan 12 am HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 34.0 °F ^ tfOutside Air Ocfm , / 67.5 °F s ^< •?•— ' 67.5 °F 67.5 °F m 114.0°F Supply Fan Heating Coil ^ 1595 cfm <. r Ducts^ — | V 111.5 °F ROOMS 70.0 °F 1 f ... A I i (J^ ' COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 82.7 / 67.7 °F Outside Air Ocfm r / 80.2 / 65.7 °F 80.2/65,7°F 80.2 / 65.4 °F • 59.1/57.8°F Supply Fan v 1 595 cfm I Cooling Coil 49.8% R.H r Ducts ^ — | V 61. 3/58.6 °F i ROOMS 78,0 / 65.0 °F I EnergyPro 4.4 by EnergySoft User Number: 2655 Job Number:Page: 8 Of 9 ROOM LOAD SUMMARY PROJECT NAME Purnel/Anderson Residence SYSTEM NAME Living Zone DATE 5/12/2009 FLOOR AREA 1,275 ROOM LOAD SUMMARY ZONE NAME Addition Addition Existinq Living Existing Living ROOM NAME Addition Addition Existing Living Existing Living Mult . •j . . ROOM COOLING PEAK CFM 215 298 872 568 SENSIBLE 3,862 5,350 15,671 10,204 PAGE TOT TOT LATENT 809 816 910 862 AL AL COIL COOLING PEAK CFM 215 298 872 568 SENSIBLE 3,862 5,350 15,671 10,204 LATENT 809 816 910 862 1 COIL HTG. PEAK CFM 72 97 358 191 SENSIBLE 3,238 4,358 15,997 8,557 1,951 1,951 35,087 35,087 3,397 1 719 3,397 719 32,149 32,149 EnergyPro 4.4 by EnergySoft User Number: 2655 Job Number:Page: 9 of 9 gJYOBK Heating • Air Conditioning TECHNICAL GUIDE ADD - ON COILS FOR USE WITH SPLIT-SYSTEM COOLING & HEAT PUMPS MODELS: MC, PC, FC, HD, HC, UC 600-2000 CFM 1.5 - 5 TON COILS HORIZONTAL DUCT HD FULL CASED MULTI-POSITION MC UPFLOW UNCASED UC HORIZONTAL CASED HC UPFLOW/DOWNFLOW FULL CASED FC UPFLOW PARTIAL CASED PC ISO 9001 Certified Quality Management System Good Housekeeping A Due to continuous product improvement, specifications are subject to change without notice. Visit us on the web at www.york.com for the most up-to-date technical information. Additional rating information can be found at www.ariprimenet.org. 261627-YTG-A-0906 DESCRIPTION These cooling and heat pump coils are designed to be installed with UPG furnaces and to be matched with UPG cooling and heat pump outdoor units. All UPG coils utilize a TXV to provide our customers with the optimum performance and refrigerant control required for 13+ SEER systems. Coils can be ordered with a R22 TXV factory installed that can be easily converted to R410A by changing the bolt- on TXV. "Flex-coils" are also available without a factory installed metering device. For added application flexibility a R22 or R410A TXV is installed, on "Flex-coils", in the field to meet your refrigerant choice. Upflow/Downflow Coils Full Cased and Partial Cased Coils - Designed for high-efficiency to match any system, full cased in the upflow or downflow and the partial cased in the upflow only application. Multi-Position Coils - Designed for high-efficiency like the upflow/downflow coil but with the added flexibility that allows it to be installed any position, upflow, downflow, horizontal right or left. This coil can be easily applied to our furnace and modular air handler in any configuration. Horizontal Duct Coils - Available for both cooling and heat pump dedicated horizontal, slab coil, applications. Field transition may be required. Dedicated Horizontal Cased Coils - These coils are cooling only or heat pump approved for horizontal furnace or modular air handler applications. Unlike the horizontal duct coils these cased coils match the dimensions of the furnace or modular blower. FEATURES Thermal Expansion Valve - Provides flexibility to convert any coil to R22 or R410A refrigerant. A true bolt-on TXV, valve assembly and equalizer tube are bolt-on, no brazing required. TXV and sens- ing bulb are mounted inside the cased coil cabinet. (Must be field supplied for all "Flex-coils") MicroBlue™ Coated Fins - All coils are treated with a MicroBlue™ Hydrophilic coating to enhance the removal of conden- sate during the refrigeration cycle and reduce the possibility of water blow-off. The MicroBlue™ coating also reduces the growth of germ causing microbes. Insulated Cabinet - Evaporator coil cabinets are thermally insu- lated with foil faced insulation to prevent sweating. HD coils use fiberglass turfskin insulation. Internally Clean - All evaporator coils are factory leak-tested, dehydrated, sealed and shipped with a holding charge. The suction and liquid lines are sealed with rubber plugs, no cutting of connection stubs to attach line set. Durable Finish Inside and Out - Coil casings are made of pre- painted steel. The pre-treated flat galvanized steel provides a better paint to steel bond, which resists corrosion and rust creep. All inter- nal metal parts are made of G90 pre-painted steel i.e. triangular plates, top plates, horizontal supports etc. (Coil header plates are non-painted due to the brazing process during production.) Optimum Heat Transfer - Using the latest in heat transfer tech- nology, staggered rows of copper tubes are mechanically expanded into aluminum fins to provide optimum air to surface contact for ample moisture removal as well as high performance ratings. ACCESSORIES Refer to Price Manual for specific model numbers. TXV Kits - Thermal expansion valve kits are available for "Flex-coil" applications and converting R22 to R41OA refrigerant or as a service replacement. All TXV kits are non-braze, all connections are bolt-on including the valve assembly and equalizer tube. (No orifice or any other metering device is to be used in conjunction with the TXV). Coil Casing Without Coil - Coil casings are available in each width that can be installed with the furnace or modular air handler during initial installation. This option is available to allow the installer the flexibility to install the coil at a later date without duct modifica- tions. FOR DISTRIBUTION USE ONLY - NOT TO BE USED AT POINT OF RETAIL SALE 261627-YTG-A-0906 COOLING CAPACITY - COIL ONLY* Model Coil Rated CFM Entering Air °F (Wet Bulb) MBH@ Evaporator Temperature and Corresponding Pressure °F / PSIG 35/61.5 40 / 68.5 45 / 76.0 50 / 84.0 FULL-CASED "A" TYPE MULTI-POSITION MC18A MC18B MC24A MC24B MC30A MC30B MC35B MC35C MC36A MC36B MC36C MC42B MC42C — ^ MC48C MC48D MC60D MC61D 550 650 850 1025 1025 1150 1250 1250 1400 1650 1825 2000 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 72 67 62 57 25.8 23.7 19.5 15.8 28.7 26.4 21.6 17.5 36.3 33.4 27.4 22.2 41.5 36.2 29.1 24.1 46.9 37.6 29.3 25.2 46.8 37.5 29.3 25.1 52.0 41.7 32.5 27.9 53.4 42.8 33.4 28.7 88.4 70.8 55.2 47.4 100.5 80.4 62.7 53.9 119.9 96.0 74.8 64.3 124.8 99.9 77.9 66.9 23.5 21.5 17.3 13.5 26.1 23.9 19.2 15.2 33.0 30.2 24.3 19.3 37.8 32.4 25.3 21.5 42.7 33.2 24.6 23.3 42.6 33.1 24.6 23.2 47.3 36.8 27.3 25.8 48.6 37.8 28.1 26.5 76.0 59.4 43.9 41.5 86.4 67.5 49.9 47.2 101.0 79.2 58.6 55.4 105.2 82.5 61.1 57.7 21.0 19.0 14.9 11.5 23.3 21.1 16.6 12.8 29.5 26.7 21.0 16.2 33.7 28.6 24.0 18.7 38.2 29.1 26.9 21.5 38.1 29.1 26.8 21.4 42.3 32.3 29.8 23.8 43.4 33.1 30.6 24.5 63.3 48.4 35.8 35.8 72.0 55.0 40.7 40.7 80.0 62.6 46.2 46.2 85.3 65.2 48.1 48.1 18.2 16.4 12.6 9.0 20.2 18.2 14.0 10.0 25.6 23.1 17.7 12.6 29.5 24.5 19.2 15.8 33.6 24.7 20.0 20.0 33.6 24.7 20.0 20.0 37.3 27.4 22.2 22.2 38.3 28.2 22.8 22.8 50.0 37.0 29.9 29.9 56.8 42.1 34.0 34.0 62.2 45.8 37.0 37.0 64.7 47.7 38.6 38.6 * See Condensing Unit or Heat Pump Technical Guide for Total Cooling Capacity and Sensible Capacity. Notes: MC coils available with a factory installed horizontal drain pan option (H). Unitary Products Group 261627-YTG-A-0906 FULL CASED "A" TYPE MULTI-POSITION Model MC1BA3XH1 MC18A2AH1 MC18B3XH1 MC18B2AH1 MC24A3XH1 MC24A2AH1 MC24B3XH1 MC24B2AH1 MC30A3XH1 MC30A2AH1 MC30B3XH1 MC30B2AH1 MC35B3XH1 MC35C3XH1 MC36A3XH1 MC36A2AH1 MC36B3XH1 MC36B2AH1 MC36C3XH1 MC36C2AH1 MC42B3XH1 MC42B2CH1 MC42C3XH1 MC42C2CH1 MC48C3XH1 MC48C2CH1 MC48D3XH1 MC48D2CH1 MC60D3XH1 MC60D2CH1 MC61D3XH1 MC61D2CH1 Applicatio Cooling / Heat Pump Refrig Conn. Types Sweat Face Area (Sq. Ft 3.40 3.40 4.38 4.38 4,38 4.38 3.9 4.86 4.86 4.86 5.83 5.83 5.35 £.35 5.83 6.80 Rows Deep 2 2 2 2 2 2 3 2 2 2 2 2 3 3 3 3 Fin Per In. 14 14 14 14 14 14 12 14 14 14 14 14 12 12 12 12 Coil Size (2) 14x17.5 (2) 14x17.5 (2) 18x17.5 (2) 18x17.5 (2) 18x17.5 (2) 18x17.5 (2) 16x17.5 (2)20x17.5 2)20x 17.5 2) 20 X 17.5 2)24x17.5 2) 24 X 17.5 2) 22 X 17.5 2) 22 X 17.5 2)24x17.5 2) 28 X 17 5 Tube Geometry 1 X 0.866 Tube Dia. 3/8 Fin Type TXV None 2A None 2A None 2A None 2A None 2A None 2A None None None 2A None 2A None 2A None 2C None 2C None 2C None 2C None 2C None 2C Operating Weight (Lbs.) 53 53 56 56 56 56 65 64 65 65 72 7? 82 82 86 98 Note: MC coils available with a factory installed horizontal drain pan option (H). HORIZONTAL CASED TYPE Model HC18A3XH1 HC18A2AH1 HC30A3XH1 HC30A2AH1 HC36B3XH1 HC36B2AH1 HC42C3XH1 HC42C2CH1 HC60D3XH1 HC60D2CH1 Application Cooling / Heat Pump Refrig. Conn. Types Sweat Face Area (Sq. Ft) 3.40 3.40 3.88 4.86 5.83 Rows Deep 2 3 3 3 3 Fin Per In. 14 12 12 12 12 Coil Size (2)14x17.5 (2) 14 X 17.5 (2)16x17.5 (2)20x17.5 (2)24x17.5 Tube Geometry 1 X 0.866 Tube Dia. 3/8 Fin Type Enhanced TXV None 2A None 2A None 2A None 2C None 2C Operating Weight (Lbs.) 40 49 54 66 76 10 Unitary Products Group 261627-YTG-A-0906 DIMENSIONS Coil - MC BOTTOM OPENING DIMENSIONS Coil - FC Dimensions - MC Coils Dimensions - FC Coils Model MC18A2AH1 MC18A3XH1 MC18B2AH1 MC18B3XH1 MC24A2AH1 MC24A3XH1 MC24B2AH1 MC24B3XH1 MC30A2AH1 MC30A3XH1 MC30B2AH1 MC30B3XH1 MC35B3XH1 MC35C3XH1 MC36A2AH1 MC36A3XH1 MC36B2AH1 MC36B3XH1 MC36C2AH1 MC36C3XH1 MC42B2CH1 MC42B3XH1 MC42C2CH1 MC42C3XH1 MC48C2CH1 MC48C3XH1 MC48D2CH1 MC48D3XH1 MC60D2CH1 MC60D3XH1 MC61D2CH1 MC61D3XH1 A 14.6 14.5 17.5 17.5 14.6 14.6 17.5 17.5 14.5 14.6 17.6 1/.6 17.5 21 14.5 14.6 17.5 17.5 21 21 17.5 17.5 21 21 21 21 24.5 24.5 24.6 24.5 24.5 4.5 B 22 22 22 22 26.6 26.6 26.5 26.5 26.5 26.5 26.6 26.5 22 26.6 26.5 26.6 26.5 26.5 26.5 26.5 32 32 32 32 32 32 32 32 32 32 36 36 C 133/8 133/8 163/8 163/8 133/8 133/8 163/8 163/8 133/8 133/8 163/8 163/8 163/8 197/8 133/8 133/8 163/8 163/8 197/8 197/8 163/8 163/8 197/8 197/8 197/8 197/8 233/8 233/8 233/8 233/8 233/8 233/8 D 13.5 13.5 16.5 16.5 13.5 13.5 16.5 16.5 13.5 13.5 16.5 16.5 16.5 20 13.5 13.5 16.5 16.5 20 20 16.5 16.5 20 20 20 20 23.5 23.5 23.5 23.5 23.5 23.5 Refrigerant Line Size* Liquid 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Vapo 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 Factory installed TXV (R22) 2A None 2A None 2A None 2A None 2A None 2A None None None 2A None 2A None 2A None 2C None 2C None 2C None 2C None 2C None 2C None All MC coils include a factory installed horizontal drain pan. (3X) = Models require field installed TXV. Model FC18A2AN1 FC18A3XN1 FC18B2AN1 FC18B3XN1 FC24A2AN1 FC24A3XN1 FC24B2AN1 FC24B3XN1 FC30A2AN1 FC30A3XN1 FC30B2AN1 FC30B3XN1 FC35B3XN1 FC35C3XN1 FC36A2AN1 FC36A3XN1 FC36B2AN1 FC36B3XN1 FC36C2AN1 FC36C3XN1 FC42B2CN1 FC42B3XN1 FC42C2CN1 FC42C3XN1 FC48C2CN1 FC48C3XN1 FC48D2CN1 FC48D3XN1 FC60C2CN1 FC60C3XN1 FC60D2CN1 FC60D3XN1 A 14.5 14.5 17.5 17.5 14.6 14.5 17.5 17.5 14.5 14.6 17.5 17.5 17.5 21 14.5 14.5 17.5 17.5 21 21 17.5 17.5 21 21 21 21 24.5 24.5 21 21 24.5 24.5 B 18 18 18 18 22 22 22 22 22 22 22 22 22 24.5 24.5 24.5 24.5 24.5 24.6 24.6 28 28 28 28 28 28 28 28 28 28 28 28 C 133/8 133/8 163/8 163/8 133/8 133/8 163/8 163/8 133/8 133/8 163/8 163/8 163/8 197/8 133/8 133/8 163/8 163/8 197/8 197/8 163/8 163/8 197/8 197/8 197/8 197/8 233/8 233/8 197/8 197/8 233/8 233/8 D 13.5 13.5 16.5 16.5 13.6 13.5 16.5 16.5 13.5 13.6 16.5 16.5 16.5 20 13.5 13.5 16.5 16.5 20 20 16.5 16.5 20 20 20 20 23.6 23.5 20 20 23.6 23.5 Refrigerant Line Size* Liquid 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 Vapor 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 Factory Installed TXV (R22) 2A None 2A None 2A None 2A None 2A None 2A None None None 2A None 2A None 2A None 2C None 2C None 2C None 2C None 2C None 2C None FC coils are not available with a factory installed horizontal drain pan. (3X) = Models require field installed TXV. Refrigerant line sizes may require larger lines for extended line lengths. See York bulletin #690.01-AD1 V for details. * Refrigerant line sizes may require larger lines for extended line lengths. See York bulletin #69D.01-AD1 V for details. Unitary Products Group 11 gJYORK Heating and Air Conditioning TECHNICAL GUIDE SPLIT-SYSTEM AIR CONDITIONERS 13SEER-R-22 MODELS: TCGD12THRU60 (1 THRU 5 NOMINAL TONS, 1 PHASE) Good Housekeeping Promises ISO 9001 Certified Quality Management System Due to continuous product improvement, specifications are subject to change without notice. Visit us on the web at www.york.com Additional rating information can be found at www.ahridirectory.org 400034- YTG-A-0408 DESCRIPTION The 13 SEER Series condensing unit is the outdoor part of a versatile system of air conditioning. It is designed to be cus- tom-matched with one of UPG's complete line of evaporator sections, with each serving a specific function. Matching Air Handlers are available for upflow, downflow, or horizontal applications to provide a complete system. Electric Heaters are available, if required. Add-On coils are available for use with upflow, downflow, or horizontal furnaces and air han- dlers. WARRANTY Single Phase Units: 5-year limited parts warranty. 5-year limited compressor warranty. FEATURES • QUALITY CONDENSER COILS - The coil is constructed of aluminum microchannel tubing and enhanced aluminum fins for increased efficiency and corrosion protection. • PROTECTED COMPRESSOR - The compressor is inter- nally protected against high pressure and temperature. This is accomplished by the simultaneous operation of high pressure relief valve and a temperature sensor which protects the compressor if undesirable operating condi- tions occur. A liquid line filter-drier further protects the compressor. • DURABLE FINISH - The cabinet is made of pre-painted steel. The pre-treated galvanized steel provides a better paint to steel bond, which resists corrosion and rust creep. Special primer formulas and matted-textured finish insure less fading when exposed to sunlight. • LOWER INSTALLED COST - Installation time and costs are reduced by easy power and control wiring connec- tions. Available in sweat connect models only. The unit contains enough refrigerant for matching indoor coils and 15 feet of interconnecting piping. The small base dimen- sion means less space is required on the ground or roof. • TOP DISCHARGE - The warm air from the top mounted fan is blown up away from the structure and any landscap- ing. This allows compact location on multi-unit applica- tions. • LOW OPERATING SOUND LEVEL - The upward air flow carries the normal operating noise away from the living area. The rigid top panel effectively isolates any motor sound. Isolator mounted compressor and the rippled fins of the condenser coil muffle the normal fan motor and compressor operating sounds. • LOW MAINTENANCE - Long life permanently lubricated motor-bearings need no annual servicing. • EASY SERVICE ACCESS - Fully exposed refrigerant con- nections, and a single panel covering the electrical con- trols make for easy servicing of the unit. • SECURED SERVICE VALVES - Secured re-usable ser- vice valves are provided on both the liquid and vapor sweat connections for ease of evacuating and charging. • U.L. and C.U.L. listed - approved for outdoor application. Certified in accordance with the Unitary Small Equipment cer- tification program, which is based on ARI Standard 210/240. FOR DISTRIBUTION USE ONLY - NOT TO BE USED AT POiNT OF RETAIL SALE 400034-YTG-A-0408 Physical and Electrical Data MODEL Unit Supply Voltage Normal Voltage Range 1 Minimum Circuit Ampacity Max. Overcurrent Device Amps 2 Min. Overcurrent Device Amps 3 Compressor Type Compressor Amps Rated Load Locked Rotor Crankcase Heater Fan Motor Amps Rated Load ran Diameter Inches -an Motor Coil Rated HP Nominal RPM Nominal CFM Face Area Sq. Ft. Rows Deep Fin / Inches Liquid Line Set OD (Field Installed) Vapor Line Set OD (Field Installed) Unit Charge (Lbs. - Oz.) 4 Charge Per Foot, Oz. Operating Weight Lbs. TCGD12 S21S2(H) TCGD18 S21S2(H) TCGD24 S21S2(H) TCGD30 S21S2(H) TCGD36 S21S2(H) TCGD42 S21S2(H) TCGD48 S21S2(H) TCGD60 S21S2 208-230V, 1i|>, 60Hz 187 to 252 6.2 15 15 Rotary 4.5 26.0 No 0.50 18 1/12 1100 1350 8.1 1 23 3/8 5/8 3-2 0.66 96 9.5 15 15 Rotary 7.2 40.0 No 0.50 18 1/12 1100 1550 9.7 1 23 3/8 5/8 3-0 0.66 110 11.3 15 15 Rotary 8.4 47.0 No 0.80 18 1/8 1075 1850 9.7 1 23 3/8 3/4 3-13 0.68 130 14.0 20 15 Recip 10.6 61.0 No 0.80 18 1/8 1075 1950 11.3 1 23 3/8 3/4 3-7 0.68 150 18.2 30 20 Recip 13.4 78.0 No 1.4 18 1/4 1100 2400 12.1 1 23 3/8 3/4 3-15 0.68 160 19.9 30 20 Recip 14.7 78.0 No 1.5 22 1/4 850 3000 16.5 1 23 3/8 7/8 4-2 0.70 175 22.7 35 25 Recip 17.0 86.0 No 1.5 22 1/4 850 3000 16.5 1 23 3/8 7/8 4-5 0.70 176 33.5 50 35 Scroll 25.6 150.0 No 1.5 22 1/4 850 3300 19.75 1 23 3/8 1-1/8 5-4 0.76 200 Models with "H" on the end of the model number have a factory installed start kits. 1. Rated in accordance with ARI Standard 110, utilization range "A". 2. Dual element fuses or HACR circuit breaker. Maximum allowable overcurrent protection. 3. Dual element fuses or HACR circuit breaker. Minimum recommended overcurrent protection. 4. The Unit Charge is correct for the outdoor unit, matched indoor coil and 15 feet of refrigerant tubing. For tubing lengths other than 15 feet, add or subtract the amount of refrigerant, using the difference in length multiplied by the per foot value. All dimensions are in inches. They are subject to change without notice. Certified dimensions will be provided upon request. Unit Model 12 18 24 30 36 42 48 60 Dimensions (Inches) A1 24 28 28 32 34 34 34 40 B 23-1/2 23-1/2 23-1/2 23-1/2 23-1/2 29 29 29 C 23-1/2 23-1/2 23-1/2 23-1/2 23-1/2 29 29 29 Refrigerant Connection Service Valve Size Liquid 3/8" Vapor 3/4" 7/8" 1-1/8" 1. Including Fan Guard. Johnson Controls Unitary Products 400034-YTG-A-0408 COOLING CAPACITY - With Air Handler Coils (Continued) UNIT MODEL AIR HANDLER MODEL W COIL MODEL1 COOLING RATED CFM NET MBH TOTAL SENS.SEER EER 13SEERACWITHAHP/SHP/F*FP ^ TCG D>2§2 1S2(H) TCGD18S21S2(H^ TCGD24S21S2(H) TCGD30S21S2(H) TCGD36S21S2(H) TCGD42S21S2(H) ^sTCGD48S2j£2{H) AHP18 AHP18 •s^ AHP24 FtK£024 AHP30\^ F4FP036 AHP30 AHP36 F4FP040 AHP36 F5FP048 ^ f\V\P$2< ^£5FP048 •" AHP/SHP60 F5FP048 F5FP060 17 17 17 18 17 ^-&L5 17 ^ 21 21.5 ^ •^ 24 21 24 24 24 24 - - - - - - ^^ - ^x"""7x1 *s^ - ~~^~^~ - - - - - - - 450 650 650 600 795^ ^•«8~0 1015 1015 1000 ^tSS^ 1235 ^ 1485 1455 1600 1690 1680 12.0 18.0 18.0^ ^^' 24.0 24.0 29.0 29.0 29.0 35.0 \35.0 tefll^ 42.0 46.0 46.0 46.0 8.9 W •^12.6 12.6 17.3 17.3 21.2 21.2 21.2 24.4 24.4 29.4 \29.4 33l>-^ 33.0 33.0 ^^rtm 13.00 13.00 1300 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00^fc. ^tS^X) 13.00s 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 *ated in accordance with DOE test procedures (Federal Register 12-27-79 and 3-18-88) and ARI Standards 210. Pooling MBH based on 80°F entering air temperature, 50% RH, and rated airflow. :ER (Energy Efficiency Ratio) is the total cooling output in BTU's at 95°F outdoor ambient divided by the total electric power in watt-hours at those conditions. SEER (Seasonal Energy Efficiency Ratio) is the total cooling output in BTU's during a normal annual usage period for cooling divided by the total electric power input in watt-hours during the same period. 1. MC coils available with a factory installed horizontal drain pan. See price pages for specific model number. — = Not applicable. CONDENSER ONLY DATA Model TCGD12S21S2(H) SH11 /SC13@ 95 OD Temp TCGD18S21S2(H) SH 11 ISC 10 @ 95 OD Temp TCGD24S21S2(H) SH 10 /SC 12 @ 95 OD Temp TCGD30S21S2(H) SH 12 /SC 10 @ 95 OD Temp TCGD36S21S2(H) SH 10 /SC 11 @ 95 OD Temp TCGD42S21S2(H) SH10/SC9@95 OD Temp TCGD48S21S2(H) SH 10 /SC 12 @ 95 OD Temp TCGD60S21S2 SH10/SC9@95 OD Temp Suet T/P @ Compr. Temp. 40 45 50 40 45 50 40 45 50 40 45 50 40 45 50 40 45 50 40 45 50 40 45 50 PSIG 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 68.6 76.1 84.1 Air Temp on Condenser 75° F MBH 11.81 12.65 13.55 17.53 18.63 19.80 22.88 24.93 27.12 28.77 30.28 31.89 31.46 36.54 41.95 40.44 45.28 50.44 42.04 46.86 52.00 52.76 59.98 67.69 KW 0.73 0.73 0.74 1.07 1.07 1.08 1.42 1.44 1.47 1.75 1.80 1.86 2.16 2.20 2.24 2.46 2.52 2.59 2.70 2.77 2.85 3.40 3.41 3.41 95° F MBH 8.15 10.15 12.29 15.03 17.25 19.61 19.07 22.25 25.63 23.85 26.56 29.45 18.41 25.84 33.77 28.86 36.10 43.82 26.14 35.10 44.65 46.38 53.35 60.79 KW 0.85 0.86 0.87 1.29 1.30 1.31 1.70 1.72 1.75 2.01 2.07 2.13 2.37 2.47 2.58 2.83 2.91 3.00 3.03 3.16 3.30 4.04 4.14 4.25 115° F MBH 5.29 7.21 9.26 11.98 14.07 16.30 13.99 17.25 20.72 17.06 19.76 22.64 13.42 18.88 24.71 21.78 27.55 33.70 21.19 27.59 34.43 36.26 42.46 49.07 KW 1.01 1.02 1.04 1.57 1.59 1.61 2.02 2.07 2.12 2.21 2.31 2.40 2.78 2.85 2.91 3.21 3.30 3.41 3.49 3.60 3.73 5.08 5.15 5.22 Johnson Controls Unitary Products 400034-YTG-A-0408 COOLING CAPACITY - Upflow, Downflow & Horizontal Furnaces and Coils ) J UNIT MODEL TCGD12S21S2(H) TCGD18S21S2(H) TCGD24S21S2(H) TCGD30S21S2(H) TCGD36S21S2(H) TCGD42S21S2(H) TCGD48S2 1 S2(H) TCGD60S21S2 FURNACE" CFNI RANGE (Min.-max.) 450 - 750 450 - 750 450 - 750 450 - 750 450 - 750 450 - 750 450 - 750 450 - 750 600- 1000 600-1000 600-1000 600- 1000 600-1000 600- 1000 600- 1000 600-1000 600- 1000 800-1200 800 - 1200 800 - 1200 800- 1200 800-1200 800 - 1200 1000- 1400 1000- 1400 1000- 1400 1000 - 1400 1000- 1400 1200- 1600 1200- 1600 1200- 1600 1200- 1600 1400- 1800 1400- 1800 1600-2000 w 14,17 14 14,17 14,17 14,17 14 14,17 14,17 14 17,21 14,17,21 14 17,21 14 17 21 14,17,21 14 17,21 14 17,21 17 21 14 17,21 21,24 21 21,24 17,21 21,24 21 21,24 21,24 21,24 24 MODEL FC/MC/PC18 HC18 UC18 FC/MC/PC18 FC/MC/PC24 HC18 UC18 UC24 FC/MC/PC32 FC/MC/PC35 FC/MC/PC36 FC/MC/PC37 FC/MC/PC43 HC30 HC36 HC42 UC36 FC/MC/PC32 FC/MC/PC35 FC/MC/PC37 FC/MC/PC43 HC36 HC42 FC/MC/PC37 FC/MC/PC43 FC/MC/PC48 HC42 UC48 FC/MC/PC43 FC/MC/PC48 HC42 UC48 FC/MC/PC48 /^UC48 FC/MC62 COOLING *•*" ^ RATED CFM 450 450 450 600 600 600 600 600 800 800 800 800 800 800 800 800 800 1000 1000 1000 1000 1000 1000 1200 1200 1200 1200 1200 1400 1400 1400 1400 1550 1550 2000 NETMBH TOTAL 12.0 12.0 12.0 18.0 18.0 18.0 18.0 18.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0 35.0 35.0 35.0 35.0 35.0 42.0 42.0 42.0 42.0 46.0 46.0 55.0 SENS. 9.1 9.1 9.1 12.6 12.6 12.6 12.6 12.6 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.2 17.2 21.2 21.2 21.2 21.2 21.2 21.2 24.4 24.4 24.4 24.4 24.4 29.4 29.4 29.4 29.4 32.6 32.6 41.0 SEER1 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 (13.00? 13.00 13.00 EER 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 11.00 (jijro^ 11.00 11.00 1. Requires a 2FD06700224 Blower Time Delay unless a standard furnace is equipped with one. ** Refer io Quick Selection Chart for specific furnace match-up. Johnson Controls Unitary Products 400034-YTG-A-0408 ACCESSORIES Refer to Price Manual for specific model numbers. HARD START KIT - Required when using TXV indoor coil. Also, provides increased starting torque for areas with low voltage. Model 12 18 24 30 36 42 48 Source 1 Kit numbers S1-2SA06708606 S1-2SA06708606 S1-2SA06708706 S1-2SA06705906 S1-2SA06708106 S1-2SA06708106 S1-2SA06708806 1H/1C, manual changeover electronic non-programmable thermostat. 1H/1C, auto/manuai changeover, electronic programmable, deluxe 7-day, thermostat. 1H/1C, auto/manual changeover, electronic programmable. * For the most current accessory information, refer to the price book or consult factory. SOUND POWER RATINGS* OFF CYCLE TIMER DELAY - Provides a 5-minute off cycle to prevent rapid recycling of the compressor. ROOM THERMOSTATS - A wide selection of compatible thermosets are available to provide optimum performance and features for any installation. TYPICAL INSTALLATION UNIT MODEL 12 18 24 30 36 42 48 60 (dBA) 72 75 76 75 76 75 76 78 ' Rated in accordance with ARI 270-95 Standards. 60'OVERHEAD-CLEARANCE MINIMUM 18" SERVICE ACCESS CLEARANCE \ ON ONE SIDE WEATHERPROOF -DISCONNECT SWITCH 6-CLEARANCE AROUND PERIMETER THERMOSTAT - NEC CLASS 1 WIRING NOTE: ALL OUTDOOR WIRING MUST BE WEATHERPROOF. TO FURNACE OR • AIR HANDLER TERMINAL BLOCK NEC CLASS 2 WIRING TO INDOOR COIL SEAL OPENING(S) WITH PERMAGUM OR EQUIVALENT TYPICAL FIELD WIRING ALL FIELD WIRING TO BE IN ACCORDANCE WITH ELECTRIC CODE (NEC) AND/OR L T8™0NG 24 VOLT CONTROL WRING ™J^ 208/230-1-60 MINIMUM 18 GA. WIRE ™ GND. LUG I-- -S I 0 0 CONTACTOR TERMINALS COILx|~ (NEC CLASS 2) \ FL -^- CONDENSING UNIT W RNACE OR AIR HANDLER TERMIN © © ® © @ ' / \ I 1 1 1 1 1 1 1 1 1 1 1 1 _j 1 1 1 1 1 - (Y) (R) (e) (w)\vJy V_y vr> viy I OCAL CODES /ER WIRING TROL WIRING TORY WIRING AL BLOCK * TERMINAL W IS ONLY REQUIRED ON SYSTEMS WITH HEAT. ROOM THERMOSTAT ALL OUTDOOR WIRING MUST BE WEATHERPROOF. USE COPPER CONDUCTORS ONLY. 10 Johnson Controls Unitary Products 400034-YTG-A-0408 COOLING PERFORMANCE:' DATA v AIR CONDITIONER MODEL NO. INDOOR COIL MODEL NO. CONDENSING ENTERING AIR TEMPERATURE 65 75 85 95 105 115 125 IDCFM ID DB (°F) ID WB (°F) T.C. S.C. KW T.C. S.C. KW T.C. S.C. KW T.C. S.C. KW T.C. S.C. KW T.C. S.C. KW T.C. S.C. KW TCGD48S21S2(H) FC/MC/PC48 1400 80 57 48.0 44.6 2.5 45.5 42.2 2.7 43.0 39 9 3 0 40.5 37.5 3 2 377 34.8 3.5 35.0 32.1 3.7 32.3 29 5 4 0 80 62 48.3 41.2 2.5 45.5 40.0 2.7 42.6 38 8 30 39.8 37 5 32 36 8 35.0 3.5 33.9 32.5 3.8 31.0 30 0 40 75 62 46.7 33.8 2.5 43.7 32.7 2.7 40.6 31 7 3 0 37.6 30 7 3 2 34 1 29.1 3.5 30.7 27.4 3.7 27.4 25 8 4 0 80 67 49.9 31 6 2.5 47.8 31.3 2.8 45.6 31 0 3 1 43.5 30 7 3 3 40 1 294 3.6 36.8 28.1 3.8 33.5 26 8 4 1 80 72 49.6 23 5 2.5 48.4 23.3 2.8 47.3 23 1 3 1 46.1 22 9 34 42 6 21 4 3.7 39.2 20.0 4.0 35.8 186 42 1600 80 57 49.2 45.9 2.5 46.8 43.7 2.7 44.5 41 5 3 0 42.1 393 32 392 36 3 3.5 36.3 33.5 3.8 33.4 307 4 0 80 62 49.1 43.6 2.5 46.5 42.3 2,7 44.0 41 1 30 ^41.5 398 3.2 38 3 36 9 3.5 35.3 34.1 3.8 32.2 31 2 4 1 75 62 47.2 35.3 2.5 44.3 34.5 2.8 41.5 337 3 0 38.7 328 32 35 1 30 9 3.5 31.7 29.0 3.7 28.3 27 1 4 0 80 67 50.1 32.6 2.5 48.4 32.8 2.8 46.6 32 9 3 1 44.8 330 33 41 2 31 7 3.6 37.8 30.3 3.8 34.3 29 0 4 1 80 72 50.1 24.3 2.5 49.0 24.2 2.8 47.8 24.1 3.1 46.7 24.0 3.4 43 1 22.7 3.7 39.6 21.4 4.0 36.1 20 1 42 1800 80 57 50.3 47.3 2.5 48.1 45.2 2.8 45.9 43 1 30 43.7 41 0 33 406 379 3.6 37.5 34.9 3.8 34.5 31 9 4 1 80 62 49.9 46.0 2.5 47.6 44.7 2.8 45.4 434 3.0 43.1 42.1 3.3 39 8 388 3.6 36.6 35.6 3.8 33.5 325 4 1 75 62 47.6 36.9 2.5 45.0 36.3 2.8 42.4 35.6 3.0 39.7 34.9 3.3 36.2 32.7 3.5 32.7 30.6 3.8 29.3 28.4 4.0 80 67 50.4 33.7 2.5 49.0 34.2 2.8 47.6 34.8 3.1 46.2 35.4 3.4 42.4 33.9 3.6 38.7 32.6 3.9 35.0 31.2 4.1 80 72 50.6 25.1 2.6 49.5 25.1 2.9 48.3 25.1 3.2 47.2 25.1 3.5 43.5 23.9 3.7 40.0 22.7 4.0 36.5 21 5 4.3 NOTE: ALL CAPACITIES INCLUDE INDOOR FAN HEAT AT 1250 BTUH/1000 CFM. Multipliers for determining the performance with other indoor sections. NOTE: For dry bulb temperatures different than those listed (between 73-87 F), sensible capacity increases by 1060 BTUH per 1000 CFM per degree above the listed temperature and decreases by 1060 BTUH per 1000 CFM per degree below the listed temperature. Air Handler - AHP/SHP60 AV/SV48 F5FP048 F5FP060 F4FV060 MA16C MA20D MV16C MV20D Coil UC48 - - - - - FC/MC48C FC/MC48D FC/MC48C FC/MC48D T.C. 1.00 1.00 0.98 1.00 1.00 0.98 1.00 1.00 0.98 1.00 S.C. 1.00 1.01 1.01 1.00 1.00 1.01 1.00 1.00 1.01 1.01 KW 1.00 1.00 0.89 1.00 1.00 0.89 1.00 1.00 0.89 0.91 Variable Speed Furnace PV8*C16 PV8*C20 P(C,V)9*C15 P(C,V)9*C20 P(C,V)9*D20 Coil FC/MC/PC48C FC/MC/PC48C FC/MC/PC48C FC/MC/PC48C FC/MC/PC48D T.C. 1.00 1.00 1.00 1.00 1.00 S.C. 1.00 1.00 1.00 1.00 1.00 KW 0.91 0.91 1.00 1.00 0.91 Johnson Controls Unitary Products 17 246771-YTG-C-0706 gJYORK Healing and Air Conditioning TECHNICAL GUIDE MODELS: GY8S/LY8S GAS-FIRED HIGH EFFICIENCY SINGLE STAGE UPFLOW/HORIZONTAL FURNACES STANDARD & Low NOx R tNATURAL GAS 40-130 MBH INPUT ISO 9001 Certified Quality Management System Due to continuous product improvement, specifica- tions are subject to change without notice. Visit us on the web atwww.york.com for the most up-to-date technical information. Additional information can be found at www.gamanet.org. DESCRIPTION These high efficiency, compact units employ induced com- bustion, reliable hot surface ignition and high heat transfer aluminized tubular heat exchangers. The units are factory shipped for installation in upflow or horizontal applications. These furnaces are designed for residential installation in a basement, closet, alcove, attic, recreation room or garage and are also ideal for commercial applications. All units are factory assembled, wired and tested to assure safe depend- able and economical installation and operation. These units are Category I listed and may be common vented with another gas appliance as allowed by the National Fuel Gas Code. WARRANTY 20-year limited warranty on the heat exchanger. 10-year heat exchanger warranty on commercial applica- tions. 5-year limited parts warranty. FEATURES Easily applied in upflow, horizontal left or horizontal right installation with no conversion necessary. 100% shut off main gas valve for added safety. • Rollout safety control. Low unit amp requirement for easy application. High quality inducer motor for quiet operation. Built-in self diagnostics with fault code display. Electronic Hot Surface Ignition saves fuel cost with increased dependability and reliability. Standard terminals for controlling humidifiers and EAC's. 40 VA control transformer fuse protected. Easy to connect power and control wiring. Efficiency ratings of 80 AFUE attained by using tubular heat exchangers. Cooling relay supplied for easy installation of add-on cooling. Multi-speed PSC, large, quiet direct-drive blower motor to match cooling requirements. Adjustable fan-off settings to eliminate "cold-blow". Compact 40-in height allows installation in small space confines. Low NOx models have been designed to meet specific code requirements. Low NOx models may not be converted to propane unless screens are removed. FOR DISTRIBUTION USE ONLY - NOT TO BE USED AT POINT OF RETAIL SALE 246771 -YTG-C-0706 40 • 4" Diameter —.^_ (VENT CONNECTIONS) 1 — 1 1 1 4 f | 13-3/4 flsxtw fctl-I ^ _ l-»* ffi/GAS INLET -^ 1-1/4x2-1/2 — — — — ' &• le- 2B-1/2 ^1 POWER WIRING ^7 IB' HOLE 4-2-1/2 T 32-1/2 ACCESS / WIRING 7/8'K.O. T J.T S-3/4 J8 3/4 I ,r 14-3/4r i 23-1/2 — >l LEFTSIDE T'SW WIRING 7/8- K.O.RIGHT SIDE 4" Diameter K 24-3/4 ; BOTTOM IMAGE TOP IMAGE RETURN END SUPPLY END 1-1/8 CABINET AND DUCT DIMENSIONS Models (G,L)Y8S040A12UH11 (G,L)Y8S060A12UH11 (G,L)Y8S080A12UH11 (G,L)Y8S080B16UH11 (G,L)Y8S080C16UH11 GY8S080C22UH11 LY8S080C20UH11 (G,L)Y8S100B12UH11 (G,L)Y8S100B16UH11 (G,L)Y8S100C16UH11 (G,L)Y8S100C20UH11 GY8S115C16UH11 (G,L)Y8S115C20UH11 (G,L)Y8S130D20UH11 CFM 1200 1200 1200 1600 1600 2200 2000 1200 1600 1600 2000 1600 2000 2000 Cabinet Size A A A B C C B B C C C C D Cabinet Dimension A 141/2 141/2 141/2 171/2 21 21 171/2 17 1/2 21 21 21 21 24 1/2 B 131/4 131/4 131/4 161/4 193/4 193/4 16 1/4 16 1/4 - - 19.3/4 193/4 193/4 193/4 23 1/4 C 11 1/2 11 1/2 11 1/2 143/8 173/4 173/4 143/8 143/8 173/4... 173/4 173/4 173/4 21 3/8 D 101/8 101/8 101/8 11 5/8 133/8 133/8 11 5/8 11 5/8 133/8 133/8 133/8 133/8 151/8 Unitary Products Group 246771-YTG-C-0706 RATINGS & PHYSICAL / ELECTRICAL DATA - UPFLOW MODELS Models (G,L)Y8S040A12UH11 (G,L)Y8S060A12UH11 (G,L)Y8S080A12UH11 (G,L)Y8S080B16UH11 (G,L)Y8S080C16UH11 GY8S080C22UH11 LY8S080C20UH11 (G,L)Y8S100B12UH11 (G,L)Y8S100B16UH11 (G,L)Y8S100C16UH11 (G,L)Y8S100C20UH11 GY8S115C16UH11 (G,L)Y8S115C20UH11 (G,L)Y8S130D20UH11 Models (G,L)Y8S040A12UH11 (G,L)Y8S060A12UH11 (G,L)Y8S080A12UH11 (G,L)Y8S080B16UH11 (G,L)Y8S080C16UH11 GY8S080C22UH11 LY8S080C20UH11 (G,L)Y8S100B12UH11 (G,L)Y8S100B16UH11 (G,L)Y8S100C16UH11 (G,L)Y8S100C20UH11 GY8S115C16UH11 (G,L)Y8S115C20UH11 (G,L)Y8S130D20UH11 Input MBH 40 60 80 80 80 80 100 100 100 100 115 115 130 Input MBH 40 60 80 80 80 80 100 100 100 100 115 115 130 Output MBH 32 48 64 64 64 64 80 80 80 80 92 92 104 Max. Outlet Air Temp °F 155 155 170 155 155 165 170 165 165 155 170 170 165 Nominal Airflow CFM 1200 1200 1200 1600 1600 2200 2000 1200 1600 1600 2000 1600 2000 2000 Blower Hp 1/2 1/2 1/2 3/4 3/4 1.0 1/2 3/4 3/4 1.0 3/4 1.0 1.0 Amps 7.1 7.1 7.1 11.5 11.5 14.0 7.1 11.5 11.5 14.0 11.5 14.0 14.0 Cabinet Width In. 14-1/2 14-1/2 14-1/2 17 1/2 21 21 171/2 17 1/2 21 21 21 21 24-1/2 Blower Size In. 10x8 10x8 10x8 11 x 8 10x10 11 x 11 10x8 11 x 8 10x10 11 X11 10x10 11 X11 11 x 11 Total Unit Amps 9.0 9.0 9.0 12.0 12.0 14.0 12.0 12.0 12.0 14.0 12.0 14.0 14.0 Max Over-Current Protect 20 20 20 20 20 20 20 20 20 20 20 20 20 AFUE 80.0 80.0 80.0 (JtO.O__) 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 Min. wire Size (awg) @ 75 ft one way 14 14 14 C 14/ ""—ft 12 14 14 14 12 14 12 12 Air Temp. Rise °F 25-55 25-55 35-65 25-55 25-55 25-55 40-70 35-65 35-65 25-55 35-65 30-60 35-65 Operation WGT. LBS 105 110 117 126 130 140 128 134 140 145 145 147 158 Annual Fuel Utilization Efficiency (AFUE) numbers are determined in accordance with DOE Test procedures. Wire size and over current protection must comply with the National Electrical Code (NFPA-70-latest edition) and all local codes. Unitary Products Group 246771-YTG-C-0706 HORIZONTAL SIDEWALL VENTING For applications where vertical venting is not possible, the only approved method of horizontal venting is the use of an auxiliary power vent. Approved power venters are Fields Controls Model SWG-4Y or Tjernlund Model GPAK-JT. Fol- low all application and installation details provided by the manufacturer of the power vent. This unit may be horizontally vented using 4" (10.2 cm) diameter pipe with a minimum length of 4.5 feet (1.37 m) and a maximum length of 34,5 feet (10.82 m) with up to 4 elbows. FILTER PERFORMANCE The airflow capacity data published in the "Blower Perfor- mance" table listed above represents blower performance WITHOUT filters. To determine the approximate blower per- formance of the system, apply the filter drop value for the fil- ter being used or select an appropriate value from the "Filter Performance" table shown below. FILTER PERFORMANCE - PRESSURE DROP INCHES W.C. NOTE: The filter pressure drop values in the "Filter Perfor- mance" table shown below are typical values for the type of filter listed and should only be used as a guideline. Actual pressure drop ratings for each filter type vary between filter manufacturer. FILTER SIZES CFM 1200 1200 1600 1600 2000 2200 2000 Cabinet Size A B B C C C D Side (in) 16x25 16x25 16x25 16x25 (2) 16x25 (2) 16x25 (2) 16x25 Bottom (in) 14x25 16x25 16x25 20x25 20x25 20x25 22x25 NOTES: 1. Air velocity through throwaway type filters may not exceed 300 feet per minute. All velocities over this require the use of high velocity filters. 2. Air flows above 1800 CFM require either return from two sides or one side plus bottom. APPLYING FILTER PRESSURE DROP TO DETERMINE SYSTEM AIRFLOW To determine the approximate airflow of the unit with a filter in place, follow the steps below: 1. Select the filter type. 2. Select the number of return air openings or calculate the return opening size in square inches to determine the proper filter pressure drop. 3. Determine the External System Static Pressure (ESP) without the filter. 4. Select a filter pressure drop from the table based upon the number of return air openings or return air opening size and add to the ESP from Step 3 to determine the total system static. 5. If total system static matches a ESP value in the airflow table (i.e. 0.20 w.c. (50 Pa), 0.60 w.c. (150 Pa), etc,) the system airflow corresponds to the intersection of the ESP column and Model/Blower Speed row. 6. If the total system static falls between ESP values in the table (i.e. 0.58 w.c. (144 Pa), 0.75 w.c. (187 Pa), etc.), the static pressure may be rounded to the nearest value in the table determining the airflow using Step 5 or calcu- late the airflow by using the following example. Example: For a 60,000 BTUH (17.58 kW) furnace with a bot- tom return opening and operating on high-speed blower, it is found that total system static is 0.58" w.c. To determine the system airflow, complete the following steps: Obtain the airflow values at 0.50 w.c. (125 Pa) & 0.60 w.c. (150 Pa) ESP. Airflow @ 0.50": 1250 CFM (35.4 m3/min) Airflow @ 0.60": 1180 CFM (33.4 m3/min) Subtract the airflow @ 0.50 w.c. (125 Pa) from the airflow @ 0.60 w.c. (150 Pa) to obtain airflow difference. 1180 -1250 = -70 CFM (-12 m3/min) Subtract the total system static from 0.50 w.c. (125 Pa) and divide this difference by the difference in ESP values in the table, 0.60 w.c. (150 Pa) - 0.50 w.c. (125 Pa), to obtain a percentage. (0.58 - 0.50) / (0.60 - 0.50) = 0.8 Multiply percentage by airflow difference to obtain airflow reduction. (0.8) X (-70) = -56 Subtract airflow reduction value to airflow @ 0.50 w.c. (125 Pa) to obtain actual airflow @ 0.58 in. w.c. (144 Pa) ESP. 1250-56 = 1194 Unitary Products Group 246771-YTG-C-0706 UNIT CLEARANCES TO COMBUSTIBLES (ALL DIMENSIONS IN INCHES, AND ALL SURFACES IDENTIFIED WITH THE UNIT IN AN UPFLOW CONFIGURATION) Application Upflow Upflow B-Vent Horizontal Horizontal B-Vent Top 1 1 1 1 Front 6 3 6 3 Rear 0 0 0 0 Lett Side 0 0 0 0 Right Side 3 0 3 0 Flue 6 1 6 1 Floor/ Bottom Combustible Combustible Combustible Combustible Closet Yes Yes No No Alcove Yes Yes Yes Yes Attic Yes Yes Yes Yes Line Contact No No Yes1 Yes1 1. Line contact only permitted between lines formed by the intersection of the rear panel and side panel (top in horizontal postion) of the furance jacket and building joists, studs or framing. ACCESSORIES PROPANE (LP) CONVERSION KIT - 1NP0347- All Models This accessory conversion kit may be used to convert natural gas (N) units for propane (LP) operation. Conversions must be made by qualified distributor or dealer personnel. SIDE RETURN FILTER - 1SR0302-All Models 1SR0200-All Models BOTTOM RETURN FILTER - 1BR0114 or 1BR0214 - For 14-1/2" cabinets 1BR0117 or 1BR0217 - For 17-1/2° cabinets 1BR0121 or 1BR0221 - For 21" cabinets 1BR0124 or 1BR0224 - For 24-1/2" cabinets INTERNAL FILTER WITH FIBER FILTER - 1HF0801-All Models HIGH ALTITUDE PRESSURE SWITCHES - For installation where the altitude is less than 8,000 feet it is not required that the pressure switch be changed. For alti- tudes above 8,000 feet see kits below. Conversion must be made by qualified distributor or dealer personnel. 1PS0301 -040, 060MBH 1PS0302-080MBH 1PS0311-100, 115, 130 MBH ROOM THERMOSTATS - A wide selection of compatible thermosets are available to provide optimum performance and features for any installation. 1H/1C, manual change-over electronic non-programmable thermostat. 1H/1C, auto/manual changeover, electronic programmable, deluxe 7-day, thermostat. 1H/1C, auto/manual changeover, electronic programmable. * For the most current accessory information, refer to the price book or consult factory. Unitary Products Group CB090648 2001 CORDOBA PL PURNEL RES-ADD 105 SF BATH @ oMn n o BCMnnpi sen SF OF MASTER & ADJACENT JO Approved, / , pate Building (J l/M#lO/Vl\ Planning Engineering V/JUJtfrf'lhs Fire F.O.G. HazMat/Air Quality Health b/Xl/nl 3 ^iBOlb^ 5^t»7/O9 (?$ £L^Q* e^&i Forms/Fees sent Recd DU*T CFD Fire HazMay Health Health LOA PFF PE&M School Sewer Stormwater Workers Comp. 51*10)&lu 1 ' O ^ Comments Date , Date Building Planning Engineering _Hre M-aL.B-07 SJS'/O0! 5-JO-OV Need? CcrnLhjcLftrz, t^i^t^O N N H H H H <&>N H N N N N V N Date a a a a a a Application Complete? y Fees Complete? y N By: N By