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2371 BUENA VISTA CIR; ; PC140022; Permit
09-04-2015 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Permit No: PC140022 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: 2371 BUENA VISTA CR CBAD PLANCK 1552210800 Lot#: $0.00 Construction Type: TAYLOR: REM0DEL/ADDITI0N/2DU Status: Applied: Entered By: Pian Approved: Issued: Inspect Area: FINAL 04/30/2014 JMA 06/23/2014 06/23/2014 Applicant: DOUGLAS FESS Owner: TAYLOR FAMILY TRUST 2456 LA COSTA AVE CARLSBAD CA 92009-7301 760-496-8101 2371 BUENA VISTA CIR CARLSBADCA 92008 Plan Check Fee $500.00 Additional Fees $0.00 Total Fees: $500.00 Total Payments To Date: $500.00 Balance Due: $0.00 Inspector: FINAL APPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions," You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3,32,030, Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees/exactions of which vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired, r THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: [i PLANNING nENGINEERING •BUILDING (•FIRE nHEALTH • HAZMAT/APCD CITY OF CARLSBAD zsne^ Building Permit Appiication 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax:760-602-8558 email: building@carlsbadca.gov www.caristiadca.gov Plan Check No. / Lf - 2-2. Est. Value ^ Plan Ck. Deposit r Date SWPPP mm JOBAOORESS Tb'W ^^t^K \J^^Xh o^^i^'> SUITE*/SPACE*/IMrr« CT/PROJECT # L0T# PHASE # # OF UMn'S # BEDR^^ # BATHROOMS TENANT BUSmESSJMME CONSTR, TYPE OCC.GROUP DESCRIPnONOFWORK: /neliHte Square net Of Affected Area(!sj 4^1-1^4" ' / /-fef*Vl./'—i ' 't^-^ EXISTING USE PROPOSEDUSE 1 GARAGE (SF) ^f^ V 2i>v; 1 f- PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDmONING FIRESPRINKLERS YES|^^ NoT"! YESI^NOQ YEsQNoJg] PROPERTYOWNER NAME ^--^ . , ^ ^ ADDRESS _ ^ —, , _ , , * / f #< 2311 VA^TX ap-^t-^ cmr ^ STATE. _ZIP ^ CITY y J . . n . A STATE ZIP ^ „ PHONE FAX PHONE , - ., „ FAX EMAIL , . 1 CONmACTOR BUS. NAME . , , . » ADDRESS ' ADDRESS ^ ' . CITY STATE ZIP CITY STATE ZIP ^ PHONE FAX PHONE, ^ . . A ^ -FAX EMAIL EMAIL , , STATE uc. # STATE UC,# . . CLASS, CrTYBUS, UC.# (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its Issuance, also requires the applicant for such permit to file a signed statement that he Is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he Is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). WORKERS' COMPENSATION Workers' Compensation DeciaraSon: I liemby affm under penpal perjury one of the follcmng dedaralions: Ud'l have and will maintain a certificate of consent to sdfHnsure for vtorkers' compensation as provided by Section 3700 of the Labw Code, for the perfonnance of the work fbr which this permit is issued. LJ I have and will maintain worlters' compensation, as required bv Section 3700 of the Labor Code, fbr the perfbrmance of the work for which this permit is issued. My workers' compensatkin insurance earner and policy number are: Insurance Co, Policy No, Expiratkx) Date pijs sectkxi need not be completed If the permrt is for one hundred doUais ($100) or less. I I Certificate of Exemption: I certify that in the performance of the work for which this pemilt is Issued, I shall not employ any person in any manner so as to become subject to the Woriters' Compensation Laws of Caiifomla. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subjact an employer to criminal penalties and chril fines up to one hundred thousand dollars (&100,000), In addition to ths cost of compensation! damagMupriwIded for In Section 3706 of the Ijbor code, intere^ »^ CONTRACTORSIGNATS^'^^Y~> ^^-t^ > nAGENT DATE y I H mrNEir-RutLD E R DEC LAR A T I O M (hereby affinn that I am exempt from Confractor's license Law for (he foHowing reason, I I I, as owner of the property or my empkiyees with wages as their sole compensatkin, will do the worit and the stmcture is not intended or offered for sale (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such worit himself or through his own empkiyees, provkled that such improvements are not intended or offered for sale. If, however, the building or impiovement Is sold within one year of completion, the owner4xiikler will have the burden of proving that he dkl not buikl or improve for the puipose of s^). • • I, as owner of the properiy, am exdusively contracting with licensed contractors to constroct the pniject (Sec, 7044, Business and Professkxis Code: The Contractor's Ucense Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractar(s) licensed pursuant to the Contractoi's Ucense Law), I am exempt under Section _ .Business and Professkms Code for this reason: 1.1 personally plan to provkie the major labor and materials for constmction of the proposed property improvement •Ves r~|No 2,1 (have / have not) signed an applicatkHi for a building permit for the proposed worit. 3,1 have contracted with the folkiwing person (limi) to piovide the proposed constnjctkxi (inckide name address / phone / contrackirs' license number): 4.1 plan to provkle portions of the worit, but I have hired the following person to coordinate, supeivise and provkie the major worit (include name / address / phone / contractors' license number): 5.1 win piovide some of the worit, bul 1 have contracted (hired) the following persons to provkie the worit Indicated (include name / address / phone / type of worit): ^JSS'PROPERTY OWNER SIGNATURE •AGENT DATE ^-^^-jlf ti: OHK PL ETE THIS SECTION FOR NON RESIDENTIAL BUILDING PERMITS ONLY Is the applicant or futuie buikiing occupant required to submit a business plan, acutely hazaidous materials registration kxm or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazanious Substance Account Ad? • Yes • No Is the applicant or future buikling occupant requiied to obtain a peimit from the air pollution control district or air quality management district? • Yes DNo Is the facility to be constmcted within 1,000 feet of the outer boundaiy of a school site? ClYes OHo IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lendei'sName /Ac* Lender's Address APPLICANT CERTIFICATION Iceitiiy thati haw read the applcatkin and slate ttiat the abowinhnnatkm is collect and that the ki^^ I hereby au»iorize repiesenlatlve of the Cily d Carisbad kl enter upon the above ma AGAINST ALL LIABUTIES, JUDGMENTS, COSTS AND DCPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CRY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. 0Si4A'An OSHA pemiil is lequined ibr excavalnns over S'O'deep and demoljlion or constn^^ EXPIRATKXJ: Eveiy peimit issued by the Buikling (3flk»l under the piDvisnns of this Code 180 days tiom the dale of such peimft or if the bulding or woik aulhoii^ ) APPLICANT'S SIGNATURE DATE Carlsbad PC 14-22 5/12/14 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: 237/ Scf^AJ^ i//STA C^fiisBA^^ C/^. PLAN CHECK NUMBER: 'Tc j4-/^ OWNER'S NAME: D/><V^1D 'Xhj ^^Y^ I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section 106.3.5. Signed I, as tHfi engippefvarchitect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed 1. List of work requiring special Inspection: • Soils Compliance Prior to Foundation Inspection S Structural Concrete Over 2500 PSI 6fMAbB • Prestressed Concrete Ffi-o/^ O Structural Masonry • Designer Specified Engineer's/Architect's Seal & Signature Hera • Field Welding • High Strength Bolting Expansion/Epoxy Anchors O Sprayed-On Fireproofing • Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: B 3. Duties of the special inspectors for the work listed above: EsGil Corporation In (Partnersfiip witfi government for (BuiCding Safety DATE: 6/19/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: PC14-22 SET: III PROJECT ADDRESS: 2371 Buena Vista Circle PROJECT NAME: Remodel & Addition to Existing SFD I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check iist is enclosed for the jurisdiction to forward to the applicant contact person. Q The applicant's copy of the check list has been sent to: ^ EsGil Corporation staff did not advise the applicant that the plan check has been completed. I I EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Fax #: Mail Telephone Fax In Person El REMARKS: The attached additional structural sheets S1, S2, S3 & SSW2 and the 8-1/2X11 gas piping plan must be incorporated into the city set of plans to make a 2"^ set of approved plans By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • MB • PC FAXed in EsGil Corporation In (Partnersfiip witfi government for (BuiCding Safety DATE: 6/16/14 • APPLICANT ja^juRis. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLAN CHECK NO.: PC14-22 SET: II PROJECTADDRESS: 2371 Buena Vista Circle PROJECT NAME: Remodel & Addition to Existing SFD I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I 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. I I 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: Studio One, Douglas Fess 2456 La Costa Ave., Carlsbad, CA 92009 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IXI EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Douglas Fess Telephone #: (760) 496-8101 Date contacted: jin S^^f\/\ ) ^'^^''' studioone@roadrunner.com Fax #: y^/Ma\\ Telephone Fax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • MB • PC 6/9/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC 14-22 6/16/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 25. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 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. 25 Manufacturer's name and model number, ICC approval number, or equal. • Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.4. Show on the elevations that the chimney is 3ft above the roof where it penetrates the roof as well as 2ft above the highest part of the roof within 10ft • PLUMBING 28. Instantaneous water heaters are shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). This was not completed. The note on sheet 2a indicates "gas pipe sizing coordinated with gen contractor per all applicable codes" The gas pipe sizing design and diagram is required prior to plan approval. END OF RECHECK To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. EsGil Corporation In (Partnersfiip witfi government for (BuiCding Safety DATE: 5/12/14 • APPLICANT JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: PC14-22 SET: I PROJECTADDRESS: 2371 Buena Vista Circle PROJECT NAME: Remodel 8D Addition to Existing SFD I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Studio One, Douglas Fess 2456 La Costa Ave., Carlsbad, CA 92009 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. IX EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Douglas Fess Telephone #: (760) 496-8101 Date contacted:^^! ^ (by^^S Email: studioone@roadrunner.com Fax #: ^Maiiy/ Telephone'^^ Fax In Person • REMARKS: By: Chuck Mendenhall Enclosures: EsGil Corporation • GA • EJ • MB • PC 5/5/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PC 14-22 5/12/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: PC14-22 JURISDICTION: Carlsbad PROJECT ADDRESS: 2371 Buena Vista Circle FLOOR AREA: 1617 sf add'n Garage= 268 sf add'n STORIES: 2 HEIGHT: 24ft approx. per CBC REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/5/14 DATE INITIAL PLAN REVIEW COMPLETED: 5/12/14 PLAN REVIEWER: Chuck Mendenhall FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval ofthe 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 vou submit the revised plans. Carlsbad PC 14-22 5/12/14 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 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. 1. The street view elevation on sheet 6a shows some type of trellis structure in front of the garage door opening. The floor plan on sheet 2a and the structural framing plan on sheet S2 does not show the trellis in front of the garage. Please clarify. 2. Note on the cover sheet of the plans, An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings (new dwelling unit is being proposed and requires automatic fire sprinkler system) Please clearly note this on the plans. Section R313.2. 3. Show the carbon monoxide alarms with battery backup located outside the bed rooms on the 2"^^ floor of both units. See sheet E.2 f the plans. , per Section R315. 4. Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. Provide listing for the proposed noise insulated wall and floor systems. See section A on sheet 7. 5. Wall separating the proposed new dwelling unit must be 1 HR construction. See the common wall shown on sheet 3a between dwelling units. Detail on the plans the construction ofthe 1 HR wall between dwelling units. . ROOFING 6. Specify roof material and application. Chapter 9. • In California, roofing shall be a fire-retardant roof covering that is at least Class A. Section R902.1.3. The listing information found on sheet 7 " Presidential shake TL ICBO 4300" does not exist. 7. Specify on the plans the following information for the roof materials for the proposed 1:12 roof slope, per Section R106.1.1: • Manufacturer's name. • Product name/number. Carlsbad PC 14-22 5/12/14 • ICC approval number, or equal. 8. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. • GARAGE 9. Provide an 18" raised platform for any FAU in the garage which may generate a flame or spark. CPC Section 507.13. . FOUNDATION REQUIREMENTS 10. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall complywith Section R401.4. 11. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 12. Specify the size of the spread footing supporting the cantilevered beam FBI at grid location C-3. The reaction at this location is 24.39K. The design calc's on page F2 require min 4x4X18" thick. 13. The detail for the connection of the 6X6 redwood posts in the 24" X 24" X48" deep pier footings at the covered terrace areas references 3/S1. This detail shows studs attached to the posts. How do you intend to accomplish this with the wood posts? 14. Include on the foundation plan a foundation detail for the masonry fireplace to be located at the new terrace area. Reference on the foundation plan the fireplace construction details found on sheet 8a • STRUCTURAL 15. The design loading for RB7 does not appear to be correct. The tributary width supported by this beam is closer to 16ft. The roof LL should be 20 XI6= 320#/ft. The design on R3 of the calc's uses only 200 #/ft. 16. Note on the roof plan that RB8 must be DF Sel Structural grade. See R3 of the design calc's. 17. The roof beams listed as RB#5 are designed to span 10ft. show on the roof framing plans the support points for the 4x12 beams between grid B-D especially above the Master Bath and Master closet. Carlsbad PC14-22 5/12/14 18. Specify the size ofthe beam on sheet S2 along grid line B.8 between 3-4 supporting the post at the 2"'' floor. 19. Beam 2DB6 along grid line 4 between E-F on sheet S2 is designed as 7X16 VL. The plan shows this beam as 5-1/4X16 VL. 20. Beam 2DB9 is designed as 3.5X16 VL. See 2F14 ofthe design calc's and page 2F1 ofthe calc's for location. This beam is shown as a 6X12 beam on the plans. 21. Special inspection is required, the designer shall complete the city's "Special Inspection Agreement". See the attached • MECHANICAL 22. Show the required 30" clear working space in front of the FAU located in the garage. See sheet 2a ofthe plans. . Section CMC Section 904.10.3. 23. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CMC Section 504.3. 24. Specify on the plans the following information for the fireplace(s): New Fireplace within the Master Bed Rm 25. Manufacturer's name and model number, ICC approval number, or equal. • Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.4. . ELECTRICAL 26. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. Ifthe service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. See sheet E.I showing location of the exiting panel. 27. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 • Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). • Weather resistant type for receptacles installed in damp or wet locations (outside). • Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.8(A): Family, living, bedrooms, dining, halls, etc. • GFCI protected outlets for locations described in NEC 210.8: Kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. Cartebad PC 14-22 5/12/14 • PLUMBING 28. Instantaneous water heaters are shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 29. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. . RESIDENTIAL GREEN BUILDING STANDARDS 30. 31, The California Building Standards Commission has adopted the Green Building Standards Code which became effective January 1, 2011 and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 303.1.1. Provide a sheet on the plans labeled "Green Buildinq Code Requirements" and include the following notes as applicable. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC 4.106.2. Indoor water use. Show compliance with the following table for new/replaced fixtures, per CGC 4.303.1. FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Showerheads 2 gpm @ 80 psi Lavatory faucets 1.5 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Carlsbad PC 14-22 5/12/14 32. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC 4.304.1. 33. Recycling. Note on the plans that a minimum of 50% of construction waste is to be recycled. CGC 4.408.1. 34. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan to the jurisdiction agency that regulates waste management, per CGC 4.408.2. 35. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC 4.410.1. 36. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed-combustion type. CGC 4.503.1. 37. Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC 4.504.1. 38. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC 4.504.2. 39. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified in Section 4.505.3. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one ofthe methods listed in CGC 4.505.3. 40. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. 41. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part ofthe construction. CGC 102.3. . ENERGY CONSERVATION 43 The energy design for both the main house and the accessory dwelling require min. R-30 roof insulation. How do you intend to provide the R-30 roof insulation in the roof construction as shown in the detail on sheet S3? 44 Residential ventilation requirements: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Carlsbad PC 14-22 5/12/14 • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note; CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". • Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. All fans installed to meet the preceding requirements must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). ENDOF PLAN REVIEW To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Chuck Mendenhall at Esgil Corporation. Thank you. Cartebad PC 14-22 5/12/14 City of Carlsbad Building Department BUILDING DEPARTMENT NOTICE OF REQUIREMENT FOR SPECIAL INSPECTION Do Not Remove From Plans Plan Check No. Job Address or Legal Description Owner Address You are hereby notified that in addition to the inspection of construction provided by the Building Department, an approved Registered Special Inspector is required to provide continuous inspection during the perfomiance of the phases of construction indicated on the reverse side of this sheet. The Registered Special Inspector shall be approved by the City of Carlsbad Building Department prior to the issuance of the building permit. Special Inspectors having a current certification from the City of San Diego, Los Angeles, or ICBO are approved as Special Inspectors for the type of construction for which they are certified. The inspections by a Special Inspector do not change the requirements for inspections by personnel of the City of Carlsbad building department. The inspections by a Special Inspector are in addition to the inspections normally required by the County Building Code. The Special Inspector is not authorized to inspect and approve any work other than that for which he/she is specificaily assigned to inspect. The Special Inspector is not authorized to accept altemate materials, structural changes, or any requests for plan changes. The Special Inspector is required to submit written reports to the City of Carlsbad building department of all work that he/she inspected and approved. The fmal inspection approval will not be given until all Special Inspection reports have been received and approved by the City of Carlsbad building department. Please submit the names of the inspectors who will perform the special inspections on each of the items indicated on the reverse side of this sheet. Carisbad PC 14-22 5/12/14 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: PLAN CHECK NUMBER: OWNER'S NAME: I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 forthe construction project located at the site listed above. UBC Section 106.3.5. Signed I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by UBC Section 106.3.5 forthe construction project located at the site listed above. Engineer's/Architect's Seal & Signature Here Signed 1. List of work requiring special inspection: • Soils Compliance Prior to Foundation Inspection • Field Welding • Structural Concrete Over 2500 PSI • High Strength Bolting • Prestressed Concrete • Expansion/Epoxy Anchors • Structural Masonry • Sprayed-On Fireproofing • Designer Specified • Other 2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above: A. 8. C. 3. Duties of the special inspectors for the work listed above: A. B. C. Carlsbad PC 14-22 5/12/14 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: PC14-22 PREPARED BY: Chuck Mendenhall DATE: 5/12/14 BUILDING ADDRESS: 2371 Buena Vista Circle BUILDING OCCUPANCY: R3, U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valu ation Multiplier Reg. Mod. VALUE ($) 2nd story add'n 1541 131.73 202,996 Garage Add'n 988 28.74 28,395 1st floor add'n 136 131.73 17,915 remodel exist 1452 37.12 53,898 patio add'n 776 9.59 7,442 Air Conditioning Fire Sprinklers TOTAL VALUE 310,646 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance • Plan Check Fee by Ordinance •w Type of Review: GD Complete Review $1,522.74 $989.78 • Structural Only • Repetitive Fee ^ Repeats • Other EsGil Fee Hr. @ $852.73 Comments: Green Building Code PC= 1 HR= $86.00 Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca,gov DATE: 06/23/2014 PROJECT NAME: Taylor remodel PLAN CHECK NO: PC 14-22 SET#: ni ADDRESS: 2371/2373 Buena Vista Cr VALUATION: $268,858 SCOPE OF WORK: 1,000 sf remodel, 268 sf garage, 320 sf patio, 90 sf deck and 640 sf attached second dwelling unit (SDU). PROJECT ID: COP 13 27 APN: 155-221-08-00 X This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction IVIanagement & Inspection Division is required: Yes No X To determine status bv o:iie o.r more of these divisions listed be,low, please contact 760-602^2719- This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:5twrfto0ne@r00drMnner.com ENGINEERING 760-602-2750 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov ! x/ Linda Ontiveros ^ 760-602-2773 Llnda.Ontiveros@carlsbadca.gov \ \ s TK /V 2f ('^^^ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 06/16/14 PROJECT NAME: Taylor remodel PLAN CHECK NO: PC 14-22 SET#: H ADDRESS: 2371/2373 Buena Vista Cr VALUATION: $268,858 PROJECT ID: CDP 13 27 APN: 155-221-08-00 SCOPE OF WORK: 1,000 sf remodel, 268 sf garage, 320 sf patio, 90 sf deck and 640 sf attached second dwelling unit (SDU). This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction IVIanagement & Inspection Division is required: Yes No X \) determine status by one or more ofthese divisions listed below, please contact 760-602-2719. X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:studioone(S)roadrunner.com ENGINEERING 760-602-2750 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov w Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov - • " Remarks: Tayio emodel PLAN CHECK NO # PC 14-22 KJ^I^^^^^^ Outstanding issues are marked with X . Itetns that conform to permit ^TVA*^ff^mj requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / North arrow / Existing & proposed structures Existing street improvements *^ Property lines (show all dimensions) / Easements / Right-of-way width & adjacent streets / Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No, Show on site plan: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course, / 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, 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. Include on title sheet: / Site address / Assessor's parcel number / Legal description/lot number Lot/Map No,: Lot 8 / Map 2492 Subdivision/T ract: Buena Vista Gardens Reference No(s):DWG e-36 Page 2 of 6 REV 6/01/12 Taylor remodel PUN CHECK NO # PC 14-22 2. DISCRETIONARY APPROVAL COMPLIANCE with owner for signature X Project does not comply with the following engineering conditions of approval for project no, CDP 13-27, Resolution no. 7037 - condition no.: 14 -17 Hold Harmless agreements. Neighborhood improvement and street lighting (city to finish preparing and send to applicant for signature and notary acknowledgement by owners) 3. DEDICATION REQUIREMENTS / 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 $ 20.000.00 , pursuant to Carlsbad Municipal Code Section 18.40,030, For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605,00, Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS 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 $100,000,00, pursuantto Carlsbad Municipal Code Section 18,40,040, Public improvements required as follows: with owner for signature X Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40, Please submit a recent property title report or current grant deed on the property and processing fee nf .$ 441 nn 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: Per condition no. 17 (noted above under discretionary approval - in process of being prepared by city) E-36 Page 3 of 6 Taylor remodel PLAN CHECK NO # PC 14-22 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15,16 of the Municipal Code, Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The qradinq permit must be issued and rouqh qradinq approval obtained prior to issuance of a buildina permit. Graded Pad Certification required, (Note: Pad certification may be required even if a grading permit is not required,) All required documentation must be provided to your Engineering Construction Inspector , The inspector will then provide the engineering counter with a release for the building permit. / No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS / RIGHT-OF-WAY PERIVIIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: E-36 Page 4 of 6 REV 6/01/12 Taylor remodel PLAN CHECK NO # PC 14-22 7. STORM WATER Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan, Please complete attached form and return (SW ) / Requires Tier 2 Storm Water Pollution Prevention Plan, Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city, Post-Development (SUSIVIP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal, / Project is subject to Standard Storm Water Requirements, See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www,carlsbadca,qov/business/buildinq/Documents/EnqStandsw-stds-vol4-ch2,pdf / Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales / Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 5/01/12 Taylor remodel PLAN CHECK NO # PC 14-22 8. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter, NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 9. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No, Permit No, Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: E-36 Engineering Application Storm Water Form Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 ^ CITY OF CARLSBAD STORM WATER COMPLIANCE ASSESSMENT B-24 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov am applying to the City of Carisbad for the following type(s) of construction permit: ^ Buildingpermit • Right-of-Way Permit • My project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* No Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meets the "no threat" assessment criteria on the City's Project Threat Assessment Wori<sheet for Determination of Constnjction SWPPP Tier Level, My project does not meet any of the High, Moderate or Low Threat criteria described below, Tierl • Low Tiireat Assessment Criteria • My prpject does not meet any of the Significant or Moderate Threat criteria, is not an exempt pemiit type (See list above) and the project meets one or more of the following criteria: • Results in some soil disturbance; and/or • Includes outdoor constniction activities (such as saw cutting, equipment wasliing, material stockpiling, vetilde fueling, waste stockpiling). r/er 2 - Moderate Titreat Assessment Criteria My prqject does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Cartsbad Municipal Code); or, • Project will result in 2,500 square feet or more of soils disturioance including any assodated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: — • Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or • Disturbed area Is located on a sk>pe with a grade at or exceeding 5 horizontal to 1 vertical, and/or • Distuit)ed area is located along or within 30 feet of a stom) drain inlet, an open diainage channel or watercourse, and/or • Constmction will be initiated during the rainy season orwill extend into the rainy season (Oct. 1 through April 30). Tier 3 - Significant Threat Assessment Criteria • My prpject includes clearing, grading or other disturiDances to the ground resulting in soil disturbance totaling one or more acres including any associated constniction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or • My prqject is part of a phased development plan that will cumulatively result in soil disturtiance totaling one or more acres Including any associated constmction staging, equipment storage, refueling and maintenance areas: or, • My prqject is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutants to neartiy receiving waters by way of stonn water mnoff or non-stonn water discharge(s). / cerf^y to tfie best of my knowledge ttiat tfie aliove c/iecHred sfafeme/its are true and conect. I understand and acknowledge tiiat even tiiough tfiis project does not require preparation ofa construction SWPP, I must still adhere to, and at all times during construction activities for tiie permit type(s) check almve comply with the storm water best management practices pursuant to Trtfe 15 oftfie Carisbad Municipai Code and to Citv Standards. Ihe City Engineer may authoiize minor variances from the Stomi Water Threat Assessment Criteria in special dncumstances where It can lie shown that a lesser or higher Constniction SWPPP Tier Level Is warranted. ProjectAddress: Assessor Parcel No. Owner/Owner's Authorized Agent Name: Title: Owner/Qifier's Authorized Agent Signature: Date: CttyCwjpalrence: OYis QNO B-24 Page 1 of 1 Rev.03/09 A; STORM WATER Develooment Services Land Development Engineering A; STANDARDS Develooment Services Land Development Engineering CITY OF QUESTIONNAIRE E-34 1635 Faraday Avenue 760-602-2750 CARLSBAD QUESTIONNAIRE E-34 www.carlsbadca.gov (NSTRUCTiOlli: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best IVIanagement Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.ciov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your prpject will either be subject to 'Standard Stomiwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the stomn water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the retum of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concunently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction pemiits for the project. Please start by completing Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. TO BE COMlly^IiO 1^ m PIUME^ To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with penneable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? X If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 «t CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ,. STEP i T|»SECOIII*ljTS»FORAaNEWdilR f To determine if your project is a priority development project, please answer the following questions: YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. X 2. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. X 3. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. 5. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. V 6. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious suriace used for the transportation of automobiles, trucks, motorcycles, and other vehicles. •H 7. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overiand a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingles with flows from adjacent lands).* X 8. Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. X 9. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. \ 10.1s your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? X 11.1s your project located within 200 feet of the,Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? X If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore sub implementing structural Best Management Practices (BMP's) in addition to implementing Standard Stomi Water Requirement: as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted witl application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end o questionnaire, check the "my project meets PDP requirements" box and complete applicant information. ect to > such 1 your f this If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27/13 CITY OF STORM WATER Development Services Land Development Engineering CITY OF STANDARDS Development Services Land Development Engineering CITY OF QUESTIONNAIRE E-34 1635 Faraday Avenue 760-602-2750 CARLSBAD QUESTIONNAIRE E-34 www.carlsbadca.gov STEP3 TOBECOt»nJ3^I^WEOEm<N»^ Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impen/ious surface in an amount of less than 50% ofthe surface area ofthe previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant infomiation. S1BP4-, . 6HiiK TNE tmrnmuME BOX Mm CONPLETE Amjuimt mfmt^^ My project meets PRIORITY DEVELOPIMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of appiication. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORIMWATER REQUiREIMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: ^3-^^ ^^^^ ^^^^^^ Applicant Name: "jpogf,!^^ fTf^t Accessor'sJParcel Number(s): Date: Applicant Title: 7^ Af^lv^ '11 This Box for City Use Only City Concurrence: YE, 5 NO Project * Environmentally Sensitive Areas indude but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 storm Water Compliance Form For a Tier 2 Construction SWPPP I am applying to the City of Carlsbad for one or more the following type of construction permit(s): • Grading Permit ^ Building Permit • Right-of-Way Permit My project does not meet any of the following criteria for a project that poses a significant threat to storm water quality: ^ My project does not include clearing, grading or other ground disturbances resulting in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, ^ My project is not part of a phased development plan that will cumulatively result in soil disturbance totaling one or more acres including any associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas; and, ^ My project is not located inside or within 200 feet of an environmentally sensitive area and will not have a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). My project requires preparation and approval of a Tier 2 Construction Storm Water Pollution Prevention Plan (SWPPP) because my project meets one or more of the following criteria demonstrating that the project potentially poses a moderate threat to storm water quality: • My project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); and/or, )^ My Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and, my project meets one or more of the following additional criteria: —• Project is located within 200 feet of an environmentally sensitive area or the Pacific Ocean; • Project's disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; —• Project's disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or -» Project will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 2 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST ADHERE TO, AND AT ALL TIMES, COMPLY WITH THE CITY APPROVED TIER 2 CONSTRUCTION SWPPP THROUGHTOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. Owner/Owner's Authorized Agent Information and Signature Box This Box for City Use Only Address/Location: Assessor Parcel Nunriber(s): Ownel^lPwner's Authorized Aaent Nami: Title: J^^T fop. 0^^^ Owner/Owner's Authorized Agent Signature: Dr\.—— Date: City ConoBrrence: Oity uonoBrr Date>^ No Project ID: Construcfion SWPPP Standards and Requirements Rev 6/4/2008 Tier 2 Construction SWPPP Site Assessment Form Project ID: jCMiir.^ Project Information: Project Name: ^A^l^O^ Hr^Ol>B^ Project Address/Location; t>U^/^A V\>T7V ^( ^t^U Responsible Parties/Contact Information: Name of Preparer: X)VQbiA^ H. f'^^ ^Af MMg^t Qualification of Preparer (Registration/Certification): Address: W\ 6^^!^ AVg^OE> City/State/Zip Code: 6^^^ ^M) ^ ^7^00^? Phone Number: llo .^^ {; .%\^ ^ Name of Owner/(^ner's Agent?^ T^QV) (? LA; Pl^^ Address: -2.4r5V> City/State/Zip Code: ^^U^pyA^) ^^OP^ Phone Number: H^^.'StQ\ Name of Emergency Contact: P^ID TMI/OA, QyO/O^ (during construction) Address: bU^fJh a\,CL^ City/State/Zip Code: 6^C^^ CA ^^0Q'^ Phone Number: - ^1 Pagel of 10 Tier 2 Site Assessment Form 3/24/08 Site and Construction Activity Description: Construction Start Date: y^OjOj?. ^ /^l" End Date: >\0V;. l^'H If work begins in rainy season or extends into rainy season, explain how project work can be scheduled can be altered to avoid rainy season impacts or to lessen exposure of site during rainy season: \^^^>^\t \1>^ £>K> &Xt4pt^t> IRi^AT fA^ A*^^ ' "'^ Grading Quantities: Cut: _ Export: CY Any Stockpile Proposed? N ^ ^ CY; Fill: ^ CY; Import: Q- CY; Estimated duration of stockpile: If yes, then estimate quantity: Months CY Soils types: SyV/Tf ^(^^ Does site contain a preponderance of soils with USDA-NRCS erosion factor kf greater than or equal to 0.4? ^l0^ 0* N V-N 0 \M 6t Is a staging area proposed (yes/no)? Ifyes, then where is it located? ftKJ l*^ /^Ov) ^1 Tf AClt!) Is concrete washout required (yes/no)? 0 Where is it located? Any existtng site contamination (yes/no)? VJo Where is it located? Any vehicle storage, maintenance or fueling area proposed (yes/no)? N Q Where is it located? Any de-watering operation proposed (yes/no)? ^ Where is it located? Any other special operations proposed that may impair water quality (yes/no)? fO^ What and where? Page2 of 10 Tier 2 Site Assessment Form 3/24/08 Watershed Basin project drains to: Buena Vista Lagoon • Agua Hedionda Lagoon • Encinas Creek • Batiquitos Lagoon • Pacific Ocean Is project drainage tributary to a CWA section 303(d) listed water body impaired for sediment (includes Buena Vista and Agua Hedionda Lagoons) (yes/no): "^f,^ If yes, describe additional controls that will be used on project site to mitigate for sediment impairments (if any): XxiU HMuAt;^ ^kbo^v^s ip^DobH L/^l)J^^^;fcf^YJ5pk^J Is project inside or within 200 feet of an Environmentally Sensitive Area (yes/no): If yes, describe additional controls that will be used on project site to mitigate for potential storm water impacts (if any): Are any agency permits required (yes/no)? \Jv\ 0\}^ y^OU/tfS^C^ Check off permit types required: • Army Corps 404 permit • Regional Board Water Quality 401 Certification • Coastal Commission Certification • U.S. Fish and Wildlife Section 7 • Fish and Game Stream Alteration Agreement • Other list: Page3 of 10 Tier 2 Site Assessment Form 3/24/08 List materials that will be used on construction site and their handling and storage requirements Material CharacteristicsAToxicity Handling requirements If any toxic or hazardous materials are proposed, then a spill prevention plan is required. Is a spill prevention plan required (yes/no)? V ^ If yes, attach spill prevention plan. Perceived Threat to Storm Water Quality rating: Using the Construction Threat Assessment Worksheet (attached as Appendix C to Section 3 (Construction SWPPP Standards and Requirements) of the City Storm Water Standards Manual, determine the projects Perceived Threat to Storm Water Quality rating. The Construction Threat to Storm Water Quality rating for this project is: • High pi Medimn Signature of Plan Preparer: Signature: Print Name: Date: Title: AVfHt^ Attachments: Storm Water Compliance Form - Tier 2 • Spill Prevention Plan • Hydrology and/or hydraulic study Solis and/or geotechnical report(s) @ Other. List: Tl tt 1 Mr. KiV !^ii>(ir<f^ fcVn Page4of 10 Tier 2 Site Assessment Form 3/24/08 BMP Selection: The following tables are provided to help identify and select appropriate site specific BMPs for the proposed project. Review the list of potential site construction activities and site conditions described along the left hand column of each sheet. Then, for each activity or site condition that is included in the proposed project, pick one or more of the BMPs described at the top ofthe form and place an X(s) in the box(es) that form(s) an intersection between the activity/site condition row and BMP column(s). All structural (physical facility) BMP's should be shown on the site plan in the Construction SWPPP drawing set. Any proposed no-structural BMP should be noted in the Special Notes on the Construction SWPPP drawing set. Pages of 10 Tier 2 Site Assessment Form 3/24/08 Erosion Control BIVIPs Wind Erosion BIVIPs BMP Description -> Scheduling Preservation of Existing Vegetation Hydraulic Mulch Hydroseeding Soil Binders Straw Mulch Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Swales Velocity Dissipation Slope Drains Streambank Stabilization Poiyacrylamide 1 Wind Erosion Control CASQA Designation -> Construction Activity or Site Condition EC-1 EC-2 EC-3 EC-4 EC-5 EC-6 EC-7 EC-8 EC-9 EC-10 EC-11 EC-12 EC-13 WE-1 Cleared Areas Flat pad graded areas Graded slope areas X Trenching/Excavation Stockpiling Drilling/Boring Conduit/Pipe Installation Substructure/Pad Installation Staging Area X X' Existing onsite vegetated areas X Drainage flow onto site Drainage flows off of site X X Drainage at top of slope Other (list): Page6of 10 Tier 2 Site Assessment Form 3/24/08 Sediment Control BMPs BMP Description -> Silt Fence Sediment Basin Sediment Trap Check Dam Fiber Rolls Gravel Bag Berm Street Sweeping and Vacuuming Sandbag Barrier Straw Bale Barrier Storm Drain Inlet Protection Chemical Treatment CASQA Designation -> Construction Activity Or Site Condition SE-1 SE-2 SE-3 SE-4 SE-5 SE-6 SE-7 SE-8 SE-9 SE-10 SE-11 Cleared Areas Flat pad graded areas ><• Graded slope areas X Trenching/Excavation Stockpiling X Drilling/Boring Conduit/Pipe Instaliation Substmcture/Pad Instaliation Paving ><, Staging Area >< Existing onsite vegetated areas X Drainage flow onto site Drainage flows off of site X Drainage at top of slope X Other (list): Page? of 10 Tier 2 Site Assessment Form 3/24/08 Tracking Control BMPs BMP Description Stabilized Construction Ingress/Egress stabilized Construcion Roadway Ingress/Egress Tire Wash CASQA Designation -> Construction Activity V TR-1 TR-2 TR-3 Site Access point(s) X Staging area access point(s) X Maintenance access roads to BMPs other (list): Pages of 10 Tier 2 Site Assessment Form 3/24/08 Non-Storm Water Management BMPs BMP Description Water Conservation Practices Dewatering Operations Paving and Grinding Operations Temporary Stream Crossing Clear Water Diversion Illicit Connection/Discharge Potable Water/Irrigation Vehicle and Equipment Cleaning Vehicle and Equipment Fueling Vehicle and Equipment Maintenance Pile Driving Operations Concrete Curing Concrete Finishing Material and Equipment Use Demolition Adjacent to Water Temporary Batch Plants CASQA Designation Construction Activity & Site Conditions 1 to z Cjl CO z CO CO z CO z up CO z CO (0 z CO z 00 CO z cn ch z O CO z CO z CM CO z CO CO z CO z in 1 CO z CO CO z Landscaping & Irrigation K Drilling/Boring Concrete/Asphalt Sawcutting X )^ Concrete flatwork X X Paving X Wire, Cable & Connector Installation Site Housekeeping Staging Area X Equipment Maintenance and Fueling Hazardous Substance Management Dewatering Steam crossing Material delivery X Solid waste handling including trash and debris removal Concrete or stucco work X X other (list): Page9 of 10 Tier 2 Site Assessment Form 3/24/08 Waste Management and Materials Pollution Control BMPs BMP Description -> Material Delivery and Storage Material Use stockpile Management Spill Prevention and Control Solid Waste Management Hazardous Waste Management Contaminated Soil Management Concrete Waste Management Sanitary/ Septic Waste Management Liquid Waste Management CASQA Designation Construction Activity And Site Conditions WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 WM-7 WM-8 WM-9 WM-10 Landscaping & Irrigation X X Drilling/Boring Concrete/Asphalt Sawcutting Concrete flatwork X X X Paving Wire, Cable & Connector Installation Site Housekeeping Staging Area >^ \ \ Equipment Maintenance and Fueling Hazardous Substance Management Dewatering Steam crossing Material delivery Solid waste handiing including trash and debris removal K X Concrete or stucco work X X X X Temporary porta-potties other (list): PagelOof 10 Tier 2 Site Assessment Form 3/24/08 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 6/23/2014 PROJECT NAME: Taylor Remodel PROJECT ID: CDP 13-27 PLAN CHECK NO: PC 14-22 SET#: 2 ADDRESS: 2371/2372 Buena Vista Circle APN: 155-221-08 3 This plan check review is complete and has been APPROVED by the Planning Division. By: Austin Silva A Final Inspection by the Division is required • Yes • No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the Issuance of a building permit Resubmitted plans should include corrections from all divisions. • This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: studioone@roadrunner.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 76(^02-4610 ENGINEERING V:^ .^^^760-602-2750' • FIRE PREVENTION 760-602^665 1 1 Chris Sexton 760-602-4624 Ch ris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov X Austin Silva 760-602-4631 Austin.silva@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: \, M A: PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carlsbadca.eov DATE: 5/8/2014 PROJECT NAME: Taylor Remodel PROJECT ID: CDP 13-27 PLAN CHECK NO: PC14-22 SET#: 1 ADDRESS: 2371/2373 Buena Vista Circle APN: 155-221-08 Q This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required • Yes • No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: studioone@roadrunner.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PUMMiNG 760-6024610 ENi»NEERIN^ 1lb«02-2750 1 1 1 Chris Sexton 760602-4624 Chris.Se}aon@carlsbadca.gov 1 1 Kathleen Lawrence 760*02-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760*02-4663 Gregorv.Ryan@carlsbadca.gov I 1 Gina Ruiz 76O«02-4675 Gina.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760*02-2773 Linda.Ontiveros@carlsbadca.gov 1 1 Cindy Wong 760*02-4662 Cvnthia.Wong@carlsbadca.gov X Austin Silva 760602-4631 Austin.sllva@carlsbadca.gov • 1 1 Dominic Fieri 760*02-4664 Dominic.Fieri@caMsbadca.gov Remarks: Applicant needs to satisfy conditions #'s 6 and 12 of Planning Commission Resolution No. 7037 Plan Check No. PC 14-22 Address 2371/2373 Buena Vista Circle Date 5/9/2014 Review #1 Planner Austin Silva Phone (760) 602- 4631 APN: 155-221-08 Type of Project & Use: Residential Net Project Density: DU/AC Zoning: R£l General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres: (For non-residential development: Type of land use created by this pennit: ) REVIEW #: 12 3 Legend: ^ item Complete Q Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO |EI TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IEI • • Discretionary Action Required: YES |EI NO • TYPE CDP APPROVAL/RESO. NO. 7037 DATE 4/2/2014 PROJECT NO. CDP 13-27/13-28 OTHER RELATED CASES: ^_ Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: ^ [H Q Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES M NO Q CA Coastal Commission Authority? YES • NO M If Califomia Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Pemriit Required or Exempt): Req'd i^ • • Habitat Management Plan Data Entry Completed? YES • NO IEI If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Pennits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) ^ O D Inclusionary Housing Fee required: YES • NO ^ (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES • NO • (A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • • • Housing Tracking Form (form P-20) completed: YES • NO |EI N/AD <^piLVii \f^^\cAli ^t^4 K£ ^r*j'iM p-28 Page 3 of 4 07/11 site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. • • • • • • • • • • • City Council Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES • NOlEI 2. Project complies: YES • NOQ Zoning: 1. Setbacks: Front: Interior Side: Interior Side: Rear: Top of slope: Required 20; Required 8'7" Required 8'7" Required 17'2" Required 2. Accessory structure setbacks: Front: Interior Side: street Side: Rear: Structure separation: 3. Lot Coverage: Required Required Required Required Required Shown 3116! Shown 10'6" Shown 13: Shown 68'3" Shown Shown. Shown Shown. Shown. Shown Required 40% Shown 18.9% • • 4. Height: Required 2£ Shown 21'8" on 5. Pari<ing: Spaces Required 3 Shown 4 (breakdown by uses for commerdia\ and industrial projects required) Residential Guest Spaces Required Shown • • Additional Comments Applicant needs to satisfy conditions #'s 6 and 12 of Planning Commission Resolution No. 7037 OK TO ISSUE AND Commission Kespiution No. 7067 . . J. . *i f> / .ND EI^ERED AF'PROVAL INTO COMPUTER No DATE 5/9/2014 . p-28 Page 4 of 4 07/11 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PLANNING COMMISSION RESOLUTION NO. 7037 A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING OF A COASTAL DEVELOPMENT PERMITTO ALLOW FOR THE ADDITION OF 977 SQUARE FEET OF LIVING AREA TO AN EXISTING SINGLE-FAMILY RESIDENCE AND A 268 SQUARE FOOT ADDITION TO AN EXISTING GARAGE ON A .43 ACRE LOT LOCATED AT 2371 BUENA VISTA CIRCLE WITIHN THE MELLO II SEGMENT OF THE COASTAL ZONE IN LOCAL FACILITIES MANAGEMENT ZONE 1. CASE NAME: TAYLOR REMODEL CASE NO: CDP 13-27 WHEREAS, David Taylor, "Developer/Owner," has filed a verified application with the City of Carlsbad regarding property described as: Lot 8 of Buena Vista Gardens, in the City of Carlsbad, County of San Diego, State of California, according to Map thereof No. 2492, filed in the Office of the County Recorder of San Diego County, August 4,1948 ("the Property"); and WHEREAS, said verified application constitutes a request for a Coastal Development Permit as shown on Exhibits "A" - "L" dated April 2, 2014, attached hereto and on file in the Carlsbad Planning Division, TAYLOR REMODEL - CDP 13-27, as provided in Chapter 21.201 of the Carlsbad Municipal Code; and WHEREAS, the Planning Commission did, on April 2, 2014, hold a duly noticed public hearing as prescribed by law to consider said request; and WHEREAS, at said public hearing, upon hearing and considering all testimony and arguments, if any, of all persons desiring to be heard, said Commission considered all factors relating to the Coastal Development Permit. NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning Commission of the City of Carisbad, as follows: A) That the above recitations are true and correct. B) That based on the evidence presented at the public hearing, the Commission APPROVES TAYLOR REMODEL - CDP 13-27, based on the following findings and subject to the following conditions: 12 13 14 23 24 Findings: 1. That the proposed development is in conformance with the Certified Local Coastal Program and all applicable policies in that the project site is designated for single-family residential development, and the development consists of both interior and exterior renovations resulting in 977 square feet of additional floor area and 268 square feet of additional garage ^ area to an existing 2,483 square foot single-family residence; the development does not obstruct views of the coastline as seen from public lands or public right-of-ways or otherwise g damage the visual beauty of the coastal zone; and no agricultural activities, sensitive resources, geological instability, or coastal access opportunities exist on the previously 7 developed site. The subject site has an LCP Land Use Plan designation of Residential Low Medium (RLM), which allows for a density of 0-4 du/acre and 3.2 du/acre at the Growth 8 Management Control Point (GMCP). The project density of 3.0 du/ac is consistent with the RLM General Plan Land Use designation as discussed in the staff report. Therefore the project 9 is consistent with the Mello II Segment of the LCP. 10 2. The proposal is in conformity with the public access and recreation policies of Chapter 3 ofthe Coastal Act in that the project has been conditioned to dedicate an irrevocable 25 foot wide lateral access easement along the Buena Vista Lagoon to the California Coastal Commission or their designee as agreed to with the California Coastal Commission. The project is consistent with the provisions of the Coastal Resource Protection Overiay Zone (Chapter 21.203 of the Zoning Ordinance) in that the exterior improvements encroach into areas of the slope with a 25% gradient or more, the slope is not in its natural state as the descending rear slope consists of fill soils varying in thickness from a few feet on the slope face to at least five (5) feet at the top of portions of the slope (Geotechnical Exploration, Inc., October 17, 2013). Furthermore, the slope is planted with established non-native, ornamental ground cover which assists in deterring soil erosion. Minimum setbacks of at least 100 feet from wetlands/lagoon shall be required in all development, in order to buffer such sensitive 17 habitat area from intrusion. Although, in the event that a wetland area is bordered by steep slopes (in excess of 25%] which will act as a natural buffer to the habitat area, a buffer area of 18 less than 100 feet in width may be permitted. The subject property contains slopes in excess of 25% along areas adjacent to the Buena Vista Lagoon. While the project does not require a 19 grading permit, construction of the project will adhere to the city's Master Drainage Plan, Grading Ordinance, Storm Water Ordinance, Standard Urban Storm Water Mitigation Plan 20 (SUSMP) and Jurisdictional Urban Runoff Management Program (JURMP) to avoid increased urban run-off, pollutants and soil erosion. 21 4. The project is consistent with the provistons of the Coastal Shoreline Development Overlay Zone (Chapter 21.204) in that A) the project has been conditioned to dedicate an irrevocable 25' wide lateral access easement along the Buena Vista Lagoon to the California Coastal Commission; B) A geotechnical analysis for the project was prepared by Geotechnical Exploration, Inc., on October 17, 2013. The analysis concluded that the proposed crib walls can be built without additional earthwork beyond the wall toe and with minimal disturbance 25 to the slope. The slope is considered to be stable and shows no signs of erosion or gross instability; C) The proposed remodel has been designed to match the existing home with a 25 mid-century modern architectural style. The remodel continues the use of stucco, low-pitched roofs, and exposed rafter tails, which is compatible with the surrounding development and 27 natural environment; D) The project design is consistent with the surrounding development on Buena Vista Circle and the proposed remodel complies with applicable side yard setback 28 requirements, which will, to the extent feasible, continue to preserve existing lagoon views PC RESO NO. 7037 -2 13 14 15 23 24 28 from the street; E) The proposed crib walls are designed to be terraced, minimizing the height of the wall and any required earthwork; F) The site has been previously graded to accommodate the existing home. Any dirt movement will be done by small equipment for flatwork and drainage purposes; and G) The project adheres to all coastal "stringline" setback requirements. The existing deck has established the "stringline" for this property, and the proposed crib walls adhere to this requirement. 1 2 3 4 5 The Planning Commission has reviewed each of the exactions imposed on the Developer g contained in this resolution, and hereby finds, in this case, that the exactions are imposed to mitigate impacts caused by or reasonably related to the project, and the extent and the degree 7 of the exaction is in rough proportionality to the impact caused by the project. 8 6. That the City Planner has determined that the project belongs to a class of projects that the State Secretary for Resources has found do not have a significant impact on the environment, 9 and it is therefore categorically exempt from the requirement for the preparation of environmental documents pursuant to Section 15301(e)(1), Existing Facilities, of the state 10 California Environmental Quality Act (CEQA) Guidelines, of the state CEQA Guidelines. 11 Conditions: ^2 General Note: Unless otherwise specified herein, all conditions shall be satisfied prior to issuance of a building permit 1. If any of the following conditions fail to occur, or if they are, by their terms, to be implemented and maintained over time, if any of such conditions fail to be so implemented and maintained 2g according to their terms, the City shall have the right to revoke or modify all approvals herein granted; deny or further condition issuance of all future building permits; deny, revoke, or Ij further condition all certificates of occupancy issued under the authority of approvals herein granted; record a notice of violation on the property title; institute and prosecute litigation to 18 compel their compliance with said conditions or seek damages for their violation. No vested rights are gained by Developer or a successor in interest by the City's approval of this Coastal 19 Development Permit. 20 2. Staff is authorized and directed to make, or require the Developer to make, all corrections and modifications to the Coastal Development Permit documents, as necessary to make them 21 internally consistent and in conformity with the final action on the project. Development shall occur substantially as shown on the approved Exhibits. Any proposed development, different from this approval, shall require an amendment to this approval. 3. Developer shall comply with all applicable provisions of federal, state, and local laws and regulations in effect at the time of building permit issuance. 25 4. If any condition for construction of any public improvements or facilities, or the payment of any fees in-lieu thereof, imposed by this approval or imposed by law on this Project are challenged, 2g this approval shall be suspended as provided in Government Code Section 66020. If any such condition is determined to be invalid, this approval shall be invalid unless the City Council 27 determines that the project without the condition complies with all requirements of law. PC RESO NO. 7037 1 Developer/Operator shall and does hereby agree to indemnify, protect, defend, and hold ^ harmless the City of Carisbad, its Council members, officers, employees, agents, and ^ representatives, from and against any and all liabilities, losses, damages, demands, claims and costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, ^ from (a) City's approval and issuance of this Coastal Development Permit, (b) City's approval or issuance of any permit or action, whether discretionary or nondiscretionary, in connection with 5 the use contemplated herein, and (c) Developer/Operator's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the g emission by the facility of electromagnetic fields or other energy waves or emissions. This obligation survives until all legal proceedings have been concluded and continues even if the 7 City's approval is not validated. 8 6. Developer shall submit to the Planning Division a reproducible 24" x 36," mylar copy of the Site Plan reflecting the conditions approved by the final decision-making body. 9 7. Prior to the issuance of a building permit, the Developer shall provide proof to the Building 10 Division from the Carisbad School District that this project has satisfied its obligation to provide school facilities. 11 12 13 22 23 24 26 27 28 This project shall comply with all conditions and mitigation measures which are required as part of the Zone 1 Local Facilities Management Plan and any amendments made to that Plan prior to the issuance of building permits. 9. This approval shall become null and void if building permits are not issued for this project within 24 months from the date of project approval. 15 10. Prior to the issuance of the building permit. Developer shall submit to the City a Notice of 16 Restriction executed by the owner of the real property to be developed. Said notice is to be filed in the office ofthe County Recorder, subject to the satisfaction ofthe City Planner, notifying all 17 interested parties and successors in interest that the City of Carlsbad has issued a Conditional Use Permit by Resolution No. 7037 on the property. Said Notice of Restriction shall note the 18 property description, location ofthe file containing complete project details and all conditions of approval as well as any conditions or restrictions specified for inclusion in the Notice of 19 Restriction. The City Planner has the authority to execute and record an amendment to the notice which modifies or terminates said notice upon a showing of good cause by the Developer 20 or successor in interest, 21 11. Building permits will not be issued for this project unless the local agency providing water and sewer services to the project provides written certification to the City that adequate water service and sewer facilities, respectively, are available to the project at the time of the application for the building permit, and that water and sewer capacity and facilities will continue to be available until the time of occupancy. 12. Prior to the issuance of the building permit. Developer shall dedicate an irrevocable 25' wide 25 lateral access easement along the Buena Vista Lagoon to the California Coastal Commission or their designee as agreed to with the California Coastal Commission. PC RESO NO. 7037 10 23 24 25 26 27 28 Engineering: General 13. Prior to hauling dirt or construction materials to or from any proposed construction site within this project, developer shall apply for and obtain approval from, the city engineer for the proposed haul route. Fees/Agreements 14. Developer shall cause property owner to execute and submit to the city engineer for recordation, the city's standard form Geologic Failure Hold Harmless Agreement. 15. Developer shall cause property owner to execute and submit to the city engineer for g recordation the city's standard form Drainage Hold Harmless Agreement. 16. Developer shall cause property owner to enter into a Neighborhood Improvement Agreement with the city on a city standard form for the future public improvement of Buena Vista Circle along the property frontage for a half street width of twenty (20)-feet. Public improvements shall include but are not limited to base material, paving, curb, gutter, sidewalk and 12 undergrounding or relocation of utilities. 13 17. Prior to approval of any grading or building permits for this project, developer shall cause owner to give written consent to the city engineer for the annexation of the area shown within the 14 boundaries of the site plan into the existing City of Carlsbad Street Lighting and Landscaping District No. 1 and/or to the formation or annexation into an additional Street Lighting and 15 Landscaping District. Said written consent shall be on a form provided by the city engineer. 16 Grading 17 18. Based upon a review ofthe proposed project, a minor grading permit for this project is required. 18 19. Developer shall apply for and obtain a grading permit from the city engineer. Developer shall pay all applicable grading permit fees per the city's latest fee schedule. 19 20. Developer shall comply with the city's Stormwater Regulations, latest version, and shall 20 implement best management practices at all times. Best management practices include but are not limited to pollution control practices or devices, erosion control to prevent silt runoff during 21 construction, general housekeeping practices, pollution prevention and educational practices, maintenance procedures, and other management practices or devices to prevent or reduce the discharge of pollutants to stormwater, receiving water or stormwater conveyance system to the maximum extent practicable. Developer shall notify future owners and/ or tenants of the above requirements. 21. Developer is responsible to ensure that all final design plans (grading plans, landscape plans, building plans, etc.) incorporate all source control, site design, and Low Impact Design (LID) facilities. PC RESO NO. 7037 -5- 1 22. Developer shall incorporate measures with this project to comply with Standard Stormwater ^ Requirements per the city's Standard Urban Stormwater Management Plan (SUSMP). These ^ measures include, but are not limited to reducing the use of new impervious surfaces (e.g.: paving) and designing drainage from impervious surfaces to discharge over pervious areas (e.g.: ^ turf, landscape areas to the satisfaction of the city engineer. 5 Utilities g 23. Developer shall meet with the fire marshal to determine fire protection measures (fire flows, fire hydrant locations, building sprinklers) required to serve the project. Fire hydrants, if 1 required, shall be considered public improvements and shall be served by public water mains to the satisfaction ofthe district engineer. 8 24. Developer shall design and construct public facilities (if any) within public right-of-way or within 9 minimum 20-foot wide easements granted to the district or the City of Carlsbad. At the discretion of the district or city engineer, wider easements may be required for adequate 10 maintenance, access and/or joint utility purposes. 11 25. Prior to issuance of building permits, developer shall pay all fees, deposits, and charges for connection to public facilities. 12 26. Developer shall install or upgrade potable water service and meter at a location as required and 13 approved by the district engineer. 14 Code Reminders: 15 27. Prior to the issuance of a building permit. Developer shall pay a Public Facility fee as required by Council Policy No. 17. 16 17 18 19 20 21 22 23 24 25 26 27 28 PC RESO NO. 7037 -6- 28. Prior to the issuance of a building permit. Developer shall pay the Local Facilities Management fee for Zone 1 as required by Carlsbad Municipal Code Section 21.90.050. 29. Approval of this request shall not excuse compliance with all applicable sections of the Zoning Ordinance and all other applicable City ordinances in effect at time of building permit issuance, except as otherwise specifically provided herein. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 NOTICE TO APPLICANT An appeal of this decision to the City Council must be filed with the City Clerk at 1200 Carisbad Village Drive, Carisbad, California, 92008, within ten (10) calendar days of the date of the Planning Commission's decision. Pursuant to Carlsbad Municipal Code Chapter 21.54, section 21.54.150, the appeal must be in writing and state the reason(s) for the appeal. The City Council must make a determination on the appeal prior to any judicial review. NOTICE Please take NOTICE that approval of your project includes the "imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to for convenience as "fees/exactions." You have 90 days from date of final approval to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedure set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carisbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity charges, nor planning, zoning, grading, or other similar application processing or service fees in connection with this project; NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. PASSED, APPROVED, AND ADOPTED at a regular meeting ofthe Planning Commission of the City of Carlsbad, California, held on April 2, 2014, by the following vote, to wit: AYES: NOES: ABSENT: ABSTAIN: NEIL BLACK, Chairperson CARLSBAD PLANNING COMMISSION ATTEST: DON NEU City Planner PC RESO NO. 7037 SITEMAP NOT TO SCALE Taylor Rennodel CDP 13-27 f /•/'/"Re, Jun 181403:03p I- TWH 1- U^^- p.i • • ••• • • • • • t * • • • • • • « • - r,» • •• tt t • •• L • I • • a. f2M_ X i2^ h' \pp ^ \^ (Sf/rio^^^ ]l^^l <4 OQ^ Fotiadi and Associates 355 'K' Street, Suite 'N' Chula Vista, CA 91911 tel: 619476-2241W tel;619-838-9225ni Project Title: Engineer: Projecf Descr: Project ID: Printed: 3JUNJ014, 1:28PM Wood Beam Description: RB 7 mm /'/.^ > %J^' 'He=C:W0GRA-l\ENERCA-1 b ENERCALQ^INa 1983-2014;Build:6.14,1.23.yer6.i4.3.31 I Licensee: FOTIADI ENGINEERINO CODE REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling Douglas Fir - Larch ; Select structural 1500 psi 1500 psi 1700 psi 625 psi 180 psi 1000 psi £: Modulus of Elasticity Ebend-xx 1900 ksi Eminbend-xx 690 ksi Density 32.21 pcf D(0.156Rr(0.26) X 4x12 Span = 13.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.1560, Lr = 0.260, Tributary Width = 1.0 ft , DESIGN SUIVIMARY _ Maximum Bending Stress Ratio = 0.884 1 Section used for ttiis span 4x12 fb: Actual = 1.458.64 psi FB: Allowable = 1,650.00psi Load Combination +D+Lr+H Location of maximum on span = 6.500ft Span # where maximum occurs = Span # 1 IVIaximum Deflection Max Downward L+Lr+S Deflection 0.213 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.348 in Max Upward Total Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Seclion used for tfiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 732 0 <360 448 0 <180 Design OK 0.503 :1 4x12 90.60 psi 180.00 psi +D+Lr+^H 12.099 ft Span # 1 Maximuin Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd Cp/V Cj Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd Cp/V Cj Cr Cm Ct CL M fb F'b V fv F'v +D+H 0,00 0.00 0,00 0,00 Length = 13.0 ft 1 0,343 0.195 1.00 1.10 1.00 1.00 1.00 1.00 1,00 3.48 565,89 1650,00 0.92 35,15 180.00 +0+L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1.00 1,00 1,00 1.00 3,48 565.89 1650.00 0.92 35,15 180,00 1.10 1.00 1.00 1,00 1,00 1,00 0,00 0.00 0,00 0,00 Length = 13.0 ft 1 0.884 0.503 1.00 1.10 1.00 1,00 1,00 1,00 1.00 8,97 1,458,64 1650,00 2,38 90.60 180,00 +D+S+H 1.10 1.00 1.00 1,00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1,00 1.00 1.00 1.00 3,48 565.89 1650.00 0,92 35,15 180.00 +O-tO.750Lr+0,750L+H 1.10 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.749 0.426 1.00 1.10 1.00 1.00 1.00 1.00 1,00 7.60 1,235,45 1650.00 2.01 76.74 180,00 +D-K).750L-»O.750S+H 1.10 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Hte Fotiadi and Associates 355 'K' Street, Suite 'N' Chula Vista, CA 91911 fei; 619-476-2241W tel: 619-838-9225m Project Title: Engineer: Project Descr: Project ID: Wood Beani Lie. #: KW-06000067 RB7 Printej: 3'JUN2014, 1:28PM File = C:\PR0GRAr1\ENERCA-1 ENERCALC. INC 1983-20 li;Bgili6.14.Vi3. Ver.6.14.3 31 Licensee : FOTIADI ENGINEERING Description: Load Combination Segment Length Span# Max Stress Ratios Cd CpW Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd CpW Ci Cr Cm Ct CL M fb Pb V fv F'v Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 565.89 1650,00 0,92 35.15 180.00 +0-*0.60W-tH 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.343 0,195 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 565.89 1650.00 0.92 35.15 180,00 +O-K),70E+H 1.10 1.00 1.00 1.00 1.00 1.00 ' 0.00 0.00 0,00 0.00 Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 565.89 ,,1650.00 0,92 35.15 180.00 +D+O.750Lr-K).750L+O.450W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 13.0 ft 1 0.749 0.426 1.00 1.10 1.00 1.00 1.00 1.00 1.00 7.60 1,235.45 1650.00 2,01 7674 180.00 +O-K).750L+0.750S+0.450W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 565.89 1650.00 0,92 35,15 180.00 +D-tO,750L+O.750S-K).5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 13.0 ft 1 0.343 0.195 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 565.89 1650.00 0.92 35.15 180.00 +O,60D+O,60W-K).60H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 13.0 ft 1 0.206 0.117 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2.09 339.53 1650.00 0.55 21.09 180,00 4O,60D+O.70E+0.60H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 13,0 ft 1 0.206 0.117 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2.09 339.53 1650.00 0.55 21.09 180,00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max."-" Defl Locatton in Span Load Combinatton Max.'+" Defl Locatton In Span D+Lr 1 0.3480 Vertical Reactions - Unfactored Load Combinatton Support 1 Support 2 6.547 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LrOnly D+Lr 2,761 1.071 1.690 2,761 2.761 1.071 1.690 2.761 4 ^^^^ r>n^^ -tfl^l'^: : :{^^^^^ 1^ l^WO^/, (^ 0 ^i^Tn^ &!C Fotiadi and Associates 355 'K' Street, Suite 'N' Chula Vista, CA 91911 fel:619-476-2241w tel: 619-838-9225m Project Title: Engineer: Project Descr: Project ID: Printed; 3 JUN 2014, 4:14PM Wood Beam Description: 2 FBll >• . Rle=C;\PR0GRA-1\ENERCA-1 ENERCALC, INC 1983-2014. Build 6'l4,123,Ver614 3 31 1 Licensee: FOTIADI ENGINEERING CODE REFERENCES Calculations per Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7^10 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling : Boise Cascade : Versa Lam 2800 2800 psi 2800 psi 3000 psi 750 psi 285 psi 2100 psi £: Modulus of Elasticity Ebend-xx Eminbend - xx Density 2000 ksl 2000 ksi 32.21 pcf D(0.65) 1(1,42) D{1.07) L(1.7) D(0,221)Lr(0.3)l r • • T T i • T ^ o 3.5x11.875 Span = 8.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.2210, Lr = 0.30, Tributary Width Point Load: D = 0.850, L = 1.420 k @ 1.50 ft Point Load: D = 1.070, L = 1.70 k @, 5.0 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 Max Downward Total Deflection Max Upward Total Deflection :1.0 ft 0.52Q 1 3.5x11.875 1,456.56 psi 2,800.00psi +D+O.750Lr+O.750L+H 4.995ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Localion of maximum on span Span # where maximum occurs 0.090 in Ratio = O.OOOin Ratio = 0.150 in Ratio = 0.000 in Ratio = 1138 0<360 677 O<180 0.511 :1 3.5x11.875 145.74 psi 285.00 psi +D+0.750Lr+{),750L+H 0,000 ft Span # 1 iViaxImum Forces & Stresses for Load Combinations Load Combinafion Max Stress Rattos Moment Values Shear Values Segment Length Span# M V Cd C F/v Ci Cr C m Ct CL M ft) F'b V fv F'v +04H 0,00 0,00 0,00 0,00 Lengtti = 8,50 ft 1 0.247 0.240 1,00 1.00 1.00 1.00 1.00 1.00 1.00 4.74 691.24 2800,00 1.90 68.47 285.00 +D+L+H 1,00 1,00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 Length = 8.50 ft 1 0.475 0.477 1,00 1.00 1.00 1.00 1.00 1.00 1.00 9.12 1,328,88 2800,00 3.77 135,91 285,00 +0+Lr+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 8.50 ff 1 0.384 0.365 1,00 1.00 1.00 1.00 1.00 1.00 1,00 7.38 1,075,53 2800,00 2,88 104,05 285,00 +D+S+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 8.50 ft 1 0.247 0,240 1,00 1,00 1.00 1.00 1.00 1.00 1,00 4.74 691.24 2800.00 1.90 68,47 285,00 +D-iO.750Lr+O.750L-tH 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 ''€uc Fotiadi and Associates 355'K'Street, Suite'N' Chula Vista, CA 91911 tel; 619476-2241W tel: 619-838-9225m Wood Beam Lie. #: KW-06000067 Description: 2 FBll Project Title: Engineer: Project Descr: Project ID.\ Printed: 3 JUN 2014, 4:14PM Flle = C (FROGRA-IVENERCA-V^k •,ENERCALC. INC. 1983-2014;Buil(J:6.14.1.23. Ver.6,14.3,31 I Licensee: FOTIADI ENGINEERING Load Combinatton Segment Length Span# Max Stt'ess Rattos Cd CpA/ Ci Cr Cm Ct Momeni Values Shear Values Load Combinatton Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) ,. F'b V fv F'v Lengtti = 8.50 ft 1 0,520 0.511 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.99 1,456.56 2800.00 4.04 145.74 285.00 +0-t0.750L+0.750S+H 1,00 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 8.50 ft 1 0,418 0.418 1.00 1.00 1.00 1.00 1,00 1.00 1,00 8.02 1,169,47 2800.00 3.30 119.05 285.00 +O-H).60W+H 1.00 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.247 0.240 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.74 691.24 2800.00 1.90 68.47 2^5.00 +D-(O.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 o;oo Length = 8.50 ft 1 0.247 0,240 1.00 1.00 1.00 1.00 1.00 1.00 1.00 474 691.24 2800.00 1.90 68.47 285.00 +D+O.750Lr-tO750L+O,450W+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lenglh = 8,50 ft 1 0.520 0.511 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9,99 1,456.56 2800.00 4.04 145.74 285.00 +D-K),750L-»O.750S-tO.450W+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 8.50 ft 1 0.418 0.418 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8,02 1.169.47 2800.00 3.30 119.05 285.00 +O+0.750L+0.750S-t0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lenglh = 8,50 ft 1 0,418 0,418 1.00 1.00 1.00 1.00 1.00 1.00 1.00 8.02 1,169.47 2800.00 3.30 119.05 285.00 •H),60D-tO,60W-tO.60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 8.50 ft 1 0.148 0.144 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.85 414.75 2800.00 1.14 41.08 • 285.00 -K),60D+0.70E-tO,60H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 8.50 ft 1 0.148 0.144 1,00 1.00 1.00 1.00 1.00 1.00 1.00 2.85 414.75 2800.00 1.14 41.08 285.00 Overall Maximum Def lections Load Combinafion • Unfactored Loads Span Max."-" Defl Locatton in Span Load Combinafion Max. •+" Defl Locafion in Span D+L+Lr Vertical Reactions • Load Combinatton 1 Unfactored Support 1 0.1505 Support 2 4.281 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly LrOnly L+Lr D+Lr D+L D+L+Lr 5.264 2.119 1.869 1.275 3.144 3.394 3.989 5.264 4.284 1.758 1.251 1.275 2.526 3.033 3.009 4.284 1, ERIC FOTIADI ENGINEER and 2544 Fourth Avenue PLANNER SanDiego, CA 92103 Tel/Fax: (619) 595-0085 STRUCTURAL CALCULATIONS Client: Taylor Remodel 820 Buena Vista Circle Carisbad, CA 92008 Bldg. Code: 2013 CBC Designed by: EGF Date: 04.12.2014 m[/ f^P NOTE. OPEN ROOF BE/in/RAFTER LOCATIONS TO HATCH ARCHITECTURAI. CEILING PLANS D:\MIKES\taylor remodel\taylor_structuraLrecover_recover.dwg, 3/22/2014 10:44:02 lt^6UL|^-fi^7/0 '^'/'Z |Z;M510 (^^of 1/1/ 0 ^7 (.^'5^ LP .6^ IiM too ? {^pyp^r^\-^/2^ ^ VOL. ^ I^Pb^ f'l'lS/'i. ^ -2^19"^/' IV:'*^! XT' P-f^4 11 ^eti^ T ^fi^^^f(7<L At^ IP 0 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Titie Block Line 6 _ Printed: 22 MAR 2014,11:19AM Wood Bjgam Description: ROB 1 File=c WCUME-HERICF0-J\M^D0CU-1tNERCA-1\laytar,ec6 "h :,ENERC;lPilNC.-198'3^20l43aia Vef:6.14.1.23 I Licensee : FOTIADI ENGINEERING CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2009 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 : Select structural 1,500.0 psi 1,500.0 psi 1,700.0 psi 625.0 psi ISO.Opsi 1,000.0 psi £: Modulus of Elasticity Ebend-xx I.OOO.Oksl Eminbend-xx 690.0ksi Density 32.21 Opcf T 0(0,12.0.1051 Lr(0,2,0,1551 6x12 Span = 18.50 ft Applied Loads Load for Span Number 1 Varvinq Uniform Load: D(S,E) = 0.120->0.1050, Lr(S,E) = 0.20->0.0 k/ft, Extent = 0.0 -» 18.50 ft, Trib Width = 1.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.819:1 Seclion used for this span 6x12 fb: Actual = 1,228.43 psi FB: Allowable = 1,500.00 psi Load Combination +D+Lr+H Location of maximum on span = 9.115ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors \m\\ be applied for calculalions. Maximum Shear Stress Ratio Seclion used for ttiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.355 in 0.000 in 0.580 in 0.000 in Ralio = Ralio = Ralio = Ratio = 624 0 <360 382 0<180 Design OK 0.326 :1 6x12 58.67 psi 180.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for llbad Coiiibiniatibris Load Combination Segment Length Max Stt'ess Rattos Cd Cp/v C| Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span # M V Cd Cp/v C| Cr Cm Ct CL M ft) F'b V fv F'v DOnly 0,00 0.00 0,00 0,00 Length = 18.50 ft 1 0.318 0.125 1,00 1.00 1,00 1,00 1.00 1.00 1,00 4.81 476,46 1500.00 0.95 22,55 180,00 +D+L+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0,00 0,00 Length = 18.50 ft 1 0.318 0.125 1,00 1.00 1.00 1.00 1.00 1.00 1,00 4.81 476,46 1500,00 0.95 22,55 180,00 +D+Lr+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 18.50 ft 1 0.819 0,326 1,00 1.00 1.00 1.00 1.00 1.00 1,00 12.41 1,228,43 1500.00 2.47 58.67 180.00 +0+S+H 1,00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 18.50 ft 1 0.318 0,125 1,00 1,00 1.00 1.00 1,00 1.00 1,00 4,81 476.46 1500,00 0.95 22.55 180,00 +D+0.750Lr+0.750L+H 1,00 1.00 1.00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.694 0,276 1,00 1,00 1.00 1.00 1,00 1.00 1,00 10.51 1,040.44 1500.00 2.09 49.64 180.00 +O-K)750L+t).750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Eric Fotiadi and Assxiates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Printed: 22 KW? 2014,11:19AM Wood Beam Lie. #: KW-06000067 Description: RDB1 Load Combinatton File =c;\D0CUME-1\ERICFO^1\MY00CU-1\ENERCA~1\layl6r.ec6 \ ENERCALO.-)te 1983-i2lJliL Biiil(f:6.14.1i3; V«;&14.1.23 I Licensee: FOTIADI ENGINEERING Max Stt'ess Rattos Moment Values Shear Values Segment Lengfii Span* M V Cd CpA/ Ci Cr Cm Ct CL M ft) F'b V fv" F'v Lengtti = 18.50 ft 1 0.318 0.125 1.00 1.00 1.00 1.00 1,00 1.00 1.00 4.81 476,46 1500.00 0,95 22,55 180.00 +D+W-tH 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lenglh = 18.50 ft .'' \ 0.318 0.125 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.81 476.46 1500.00 0.95 22.55 180.00 +DtO.70E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0,00 Lengtti = 18.50 ft 1 0.318 0.125 1.00 1.00 1.00 1.00 1,00 1.00 1.00 4.81 476.46 1500.00 0.95 22.55 180.00 +D-tO.750Lr-K).750L+O.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0.694 0.276 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.51 1,040,44 1500.00 2,09 49.64 180.00 +D+O.750L+O.750S+O,750W-t+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 18,50 ft 1 0.318 0,125 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.81 476,46 1500,00 0,95 22.55 180.00 +O-tO,750Lr+0.750L-K),5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 18,50 ft 1 0.694 0,276 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10.51 1,040,44 1500.00 2,09 49.64 180.00 +D+O.750L+O.750S+O,5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lenglh = 18,50 ft 1 0,318 0,125 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.81 476,46 1500.00 0.95 22,55 180.00 +O,60D+W+H 1,00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18,50 ft 1 0.191 0,075 1,00 1.00 1.00 1.00 1.00 1.00 1.00 2.89 285,88 1500.00 0,57 13.53 180.00 +0.60D-K).70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 18.50 ft 1 0.191 0.075 1.00 1.00 1,00 1,00 1.00 1.00 1.00 2.89 285,88 1500.00 0,57 13,53 180.00 Overall Maximum Deflections- Unfactored Loads Load Combinatton Span Max."-" Defl Locatton in Span Load Combinatton Max."+" Defl Locatton in Span D+Lr Vertical Reactions • Load Combinatton 1 Unfactored Support 1 0.5805 Support 2 9.250 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LrOnly D+Lr 2.775 1,064 1711 2,775 2,590 1.018 1,573 2.590 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, GA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Printed: 22 MAR 2014,11:23AM Wood Beam Lie. #: KW-06000067 Description: RDB 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties , File = cp)CUME--1\ERICFO-1\MYDOCU-l\ENERCA~tteylor,ec6 ~U ENERCya.C.W.-i983i-20H-Build;6;i4.1.23.Ver:6.14,1.23 I Licensee : FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination IBC 2009 Wood Species : Douglas Fir - Larch Wood Grade : No.1 & Better Fb-Tension 1.200.0 psi Fb-Compr 1,200.0 psi Fc-Prll 1,550.0 psi Fc-Perp 625.0 psi Fv ISO.Opsi Ft 800.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling £: Modulus of Elasticity Ebend-xx 1,800.0 ksi Eminbend-xx 660.0 ksi Density 32.21 Opcf D(0.129.0.12) Lr(0.215.0.2) 4x12 Span = 13.50 ft Service loads entered. Load Factors will be applied for calculalions. Applied Loads Load for Span tjumber 1 Varying Uniform Load: D(S,E) = 0.1290->0.120, Lr(S,E) = 0.2150->0,0 k/ft, Extent = 0.0 -» 13.50 ft, Trib Width = 1.0 ft DES/GN SUMMAR/ IMaximum 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 Max Downward Total Deflecfion Max Upward Total Deflection 0.931:1 4x12 1,229.39 psi 1,320.00psi +D+Lr+H 6.701ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.209 in 0.000 in 0.334 in 0.000 in Ralio = Ratio: Ratio: Ratio: 776 0 <360 485 0 <180 Design OK 0.412 :1 4x12 74.16 psi 180.00 psi +D+Lr+H 0,000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Max Stress Ratios Momeni Values Shear Values Segment Length Span# M V Cd Cp/v Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0,00 Length = 13,451 ft 1 0.349 0.155 1.00 1,10 1.00 1,00 1,00 1,00 1.00 2,84 461.02 1320.00 0.73 27,81 180,00 Length = 0,04927 ft 1 0,005 0.155 1.00 1,10 1.00 1,00 1,00 1.00 1.00 0.04 6.63 1320.00 0.72 27.81 180,00 +D+L+H 1.10 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Length = 13.451 ft 1 0,349 0.155 1.00 1,10 1,00 1,00 1.00 1,00 1,00 2,84 461.02 1320.00 0.73 27,81 180.00 Length = 0,04927 ft 1 0,005 0.155 1.00 1,10 1.00 1,00 1,00 1.00 1.00 0.04 6.63 1320.00 072 27.81 180,00 +D-rLr+H 1,10 1,00 1,00 1.00 1,00 1,00 0.00 0.00 0.00 0,00 Length = 13,451 ft 1 0,931 0.412 1.00 1,10 1,00 1.00 1.00 1.00 1,00 7.56 1,229.39 1320.00 1.95 74,16 180,00 Length = 0.04927 ft 1 0.013 0.412 1.00 1,10 1.00 1,00 1.00 1,00 1,00 0.11 17.67 1320.00 1.91 74.16 180.00 +0+S+H 1.10 1,00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 13,451 ft 1 0.349 0.155 1,00 1,10 1,00 1,00 1.00 1,00 1,00 2.84 461.02 1320.00 0.73 27.81 180.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Printed: 22MAR 2014,11:23AM Wood Beam Lie. #: KW-06000067 Description: RDB 2 Load Combination File = c *DOCUME-1.\ER1CFO-1\MYDOCU-1\ENEPCA-I\laylor.ec6 ~h ENERCALC INC..1983-2014, Build.6.14.1.2'3, Ver:6.i4.1.23 I Licensee: FOTIADI ENGINEERING Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd Cp/v Ci Cr Cm Ct CL M fb F'b V fv F'v Length = 0.04927 ft 1 0.005 0,155 1.00 1,10 1,00 1.00 1.00 1.00 1.00 0,04 6,63 1320.00 0,72 27.81 180.00 +OtO.750Lrt0.750L+H 1.10 1.00 1,00 1.00 1.00 1,00 0,00 0.00 0.00 0.00 Lengtti = 13.451 ft 1 0.786 0,348 1.00 1,10 1.00 1.00 1.00 1.00 1,00 6,38 .1,037.30 1320.00 1.64 62,57 180.00 Length = 0.04927 ft 1 0,011 0.348 1,00 1.10 1,00 1,00 1.00 1.00 1.00 0.09 14,91 1320.00 1,61 62,57 180.00 +D+0.750L-»0.750S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 13.451 ft 1 0,349 0,155 1.00 1.10 1,00 1.00 1,00 1.00 1,00 2.84 461.02 1320.00 0.73 27.81 180.00 Length = 0,04927 ft 1 0.005 0.155 1.00 1.10 1.00 1,00 1,00 1.00 1,00 0.04 6,63 1320.00 0,72 27.81 180.00 +0+W+H 1.10 1,00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Lengtti = 13.451 ft 1 0,349 0.155 1.00 1.10 1.00 1,00 1.00 1.00 1.00 2.84 461,02 1320,00 073 27,81 180.00 Length = 0.04927 ft 1 0,005 0,155 1.00 1,10 1.00 1.00 1.00 1.00 1,00 0.04 6.63 1320.00 0.72 27.81 180.00 +0+0,70E+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Lengtti = 13,451 ft 1 0.349 0,155 1.00 1.10 1.00 1,00 1,00 1,00 1,00 2.84 461.02 1320,00 0,73 27.81 180.00 Length = 0,04927 ft 1 0,005 0,155 1,00 1,10 1.00 1.00 1,00 1,00 1,00 0,04 6.63 1320,00 072 27.81 180.00 ->OtO,750Lr+0,750L-«0,750W+H 1.10 1.00 1,00 1.00 1,00 1,00 0.00 0,00 0,00 -0.00 Lengtti = 13,451 ft 1 0.786 0.348 1.00 1.10 1.00 I.oo' 1,00 1.00 1.00 6.38 1,037.30 1320,00 1.64 62.57 180.00 Length = 0,04927 ft 1 0,011 0.348 1.00 1.10 1.00 1,00 1.00 1.00 1.00 0.09 14.91 1320.00 1.61 62,57 180.00 +D-tO750L+O.750S+O.750W+H 1.10 1,00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 Length = 13.451 ft 1 0.349 0,155 1,00 1.10 1.00 1.00 1.00 1.00 1.00 2.84 461.02 1320,00 073 27,81 180.00 Lengtti = 0.04927 ft 1 0,005 0,155 1.00 1.10 1.00 1,00 1.00 1,00 1,00 0.04 6,63 1320,00 0,72 27.81 180.00 +O+O.750Lr+O.750L+0,5250E+FI 1,10 1,00 1.00 1.00 1.00 1,00 0,00 0.00 0,00 0.00 Length = 13,451 ft 1 0.786 0,348 1,00 1.10 1,00 1,00 1.00 1,00 1.00 6,38 1,037,30 1320.00 1,64 62,57 180.00 Lengtti = 0,04927 ft 1 0,011 0,348 1.00 1,10 1.00 1.00 1.00 1.00 1.00 0.09 14,91 1320.00 1,61 62,57 180.00 +O-K).750L+0,750S-K),5250E+H 1,10 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Length = 13,451 ft 1 0,349 0,155 1.00 1.10 1,00 1,00 1.00 1.00 1,00 2.84 461,02 1320.00 0.73 27.81 180.00 Lenglh = 0,04927 ft 1 0,005 0.155 1,00 1,10 1.00 1,00 1,00 1.00 1,00 0.04 6.63 1320.00 0,72 27,81 180.00 +0,60D+W+H 1.10 1,00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Lenglh = 13,451 ft 1 0,210 0.093 1,00 1.10 1.00 1.00 1,00 1.00 1.00 1.70 276.61 1320.00 0,44 16,69 180.00 Length = 0.04927 ft 1 0.003 0,093 1,00 1,10 1,00 1,00 1.00 1,00 1.00 0,02 3.98 1320.00 0,43 16,69 180.00 •H),60D-*O,70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lenglh = 13,451 ft 1 0.210 0,093 1,00 1.10 1,00 1,00 1.00 1,00 1,00 1.70 276,61 1320.00 0,44 16.69 180.00 Lenglh = 0,04927 ft 1 0,003 0,093 1,00 1.10 1,00 1,00 1.00 1.00 1,00 0,02 3.98 1320,00 0,43 16.69 180.00 Overall Maximum Deflections • Load Combinatton Unfactored Loads Span Max."-" Defl Locatton in Span Load Combinatton Max."+" Defl Location in Span D+Lr 1 0.3339 Vertical Reactions - Unfactored ; Load Combination Support 1 Support 2 6.750 Support notatton: Far left is #1 0.0000 Values In KIPS 0.000 Overall MAXimum DOnly Lr Only D+Lr 2.268 0.851 1,418 2,268 2,214 0.830 1.384 2.214 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID: n Title Block Line 6 Printed: 22 MAR 2014,12:36PM Wood Beam Lie. #: KW.06000067 Description; RRB 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method; Allowable Stress Design Load Combination iBC 2009 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.l & Better . File = C:\DOCUME-1\ERICFO~1\MYDOCU~l\ENERCA-,1\laylor.ec6 b ENERCALC;iNC.y983-20l4.Biiil():6.l4.1.23.Ver;ai41.23 I Licensee : FOTIADI ENGINEERING 1200 psl 1200 psi 1550 psi 625 psl 180 psi 800 psi £; Modulus of Elasticity Ebend-xx 1800 ksi Eminbend-xx 660 ksi Density 32.21 pcf 0(0.072) Lr(0.12) 4x12 A Span = 17.0 ft AppliedLoads Uniform Load; D = 0.0720, Lr = 0.120, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Seclion 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 Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Faclors will be applied for calculalions. 0.854 1 4x12 1,127.38 psi 1,320.00 psi +D+Lr+H 8.500ft Span # 1 0.303 in 0.000 in 0.486 in 0.000 in Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ralio: Ratio: Ratio: Ratio: 672 0 <360 420 0 <180 Design OK 0.308 :1 4x12 55.36 psi 180.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span# Max Stt'ess Rattos Cd C PA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd C PA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v DOnly 0.00 0,00 0,00 0.00 Lengtti = 17,0 ft 1 0.320 0,115 1,00 1,10 1.00 1,00 1.00 1,00 1.00 2.60 422.77 1320.00 0,54 20.76 180.00 +D+L+H 1,10 1,00 1.00 1.00 1,00 1,00 0.00 0,00 0.00 0.00 Length = 17.0 ft 1 0.320 0,115 1,00 1.10 1.00 1.00 1,00 1,00 1,00 2.60 422.77 1320.00 0.54 20,76 180.00 +0+Lr+H 1.10 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0,00 0.00 Length = 17,0 ft 1 0,854 0,308 1,00 1.10 1.00 1,00 1,00 1,00 1.00 6.94 1,127.38 1320.00 1.45 55,36 180.00 +D+S+H 1.10 1,00 1.00 1,00 1.00 1.00 0,00 0,00 0.00 0.00 Lenglh = 17.0 ft 1 0,320 0,115 1.00 1.10 1,00 1.00 1,00 1,00 1,00 2.60 422.77 1320,00 0.54 20,76 180.00 +O-Kl,750Lr+{).750L+H 1.10 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 17.0 ft 1 0.721 0,260 1,00 1.10 1.00 1,00 1,00 1.00 1.00 5.85 951.22 1320,00 1.23 46,71 180.00 +D+O.750L+O.750S+H 1.10 1,00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 • 0.00 Length = 17.0 ft 1 0,320 0,115 1,00 1,10 1,00 1,00 1,00 1.00 1.00 2.60 42277 1320,00 0,54 2076 180.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Proiect ID: Tife Block Line 6. Wood Beam Lie. #: KW-06Q00067 Description: RRB 4 Load Combinatton Printed: 22 MAR 2014,12:36PM Flle = C 5DOCUME-1\ERICFO-1\MYOOCU-^1\ENERCA-1Uaylor,ec6 \ ENERCALCINC 1933-2014, BUIW 614123, Ver:6.14.1.!23 I Licensee: FOTIADI ENGINEERING Max Stress Ratios Momeni Values Shear Values SegmenlLength Span* M V Cd Cp/v Ci Cr Cm Ct CL M ft) Pb V fv F'v +0+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 17.0 ft 1 0.320 0,115 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2,60 422,77 1320.00 0,54 20.76 180.00 +O-K).70EtH 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 17.0 ft 1 0.320 a-ii5 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2,60 422.77 1320.00 0.54 2076 180.00 +0+0750Lr+0.750L+0.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 17.0 ft 1 0721 0.260 1.00 1.10 1.00 1.00 1.00 1.00 1.00 5.85 951.22 1320.00 1.23 4671 180.00 +O-K),750L+O,750StO,750W+f1 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0,320 0.115 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2,60 422,77 1320.00 0.54 20.76 180.00 +O+0,750Lr+0,750L+0.5250E+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 17.0 ft 1 0721 0,260 1.00 1.10 1.00 1,00 1.00 1.00 1,00 5.85 951,22 1320.00 1,23 4671 180,00 +D-»O.750L+O.750S-tO,5250E+H 1,10 1,00 1,00 1.00 1.00 1,00 0.00 0,00 0,00 0,00 Length = 17.0 ft 1 0,320 0,115 1.00 1,10 1,00 1.00 1.00 1.00 1.00 2,60 422.77 1320,00 0,54 20,76 180,00 •»0.60D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Lenglh = 17,0 ft 1 0.192 0,069 1.00 1.10 1.00 1.00 1.00 1,00 1.00 1.56 253,66 1320,00 0.33 12,46 180,00 +O.60D+C,70E+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0,00 -0,00 Lenglh= 17.0 ft 1 0.192 0,069 1.00 1.10 1.00 1.00 1.00 1,00 1,00 1.56 253.66 1320,00 0.33 12,46 180.00 Overall Maximum Deflections' Load Combination Unfactored Loads Span Max,"-" Defl Location in Span Load Combinatton Max."+" Defl Location in Span D+Lr Vertical Reactions • Load Combination 1 Unfactored Support 1 0.4855 Support 2 8.562 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall I^Ximum DOnly LrOnly D+Lr 1.632 0.612 1.020 1,632 1,632 0,612 1,020 1.632 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer; Project Descr: Project ID: Titie Block Line 6 Prinieif: 22 MAR 2014,12:39PM Wood Beam Lie. #: KW-06000067 Description: RRB 5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File = C \DOCUME-1\ERICFO-1\MYDOCy~l\£NERCA-1\laylor,ec6 b ENERCALC, INC 1983-2014, Build 614123. Ver 614123 I Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination IBC 2009 Wood Species Wood Grade Beam Bracing Fb-Tension 900 psi Fb-Compr 900 psi Fc-Prll 1350 psi Fc - Perp 625 psi Fv 180 psi Ft 575 psl Beam is Fully Braced against lateral-torsion buckling £: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend-xx 580 ksi Douglas Fir - Larch :No.2 Density 32.21 pcf T t 1 ^^^^ •••1 ^^^^^^^^^ ^^^^^^ / \ 4x12 A Span = 10,0 ft Applied Loads Uniform Load: D = 0,0720, Lr = 0,120, Tributary Width = 1.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.394 1 Section used for this span 4x12 fb: Actual = 390.1 Opsi FB: Allowable = 990.00 psi Load Combination +D+Lr+H Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.041 in Ratio • Max Upward L+Lr+S Deflection 0.000 in Ratio • Max Downward Total Deflection 0.065 in Ratio •• Max Upward Tolal Deflection 0.000 in Ratio • Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2935 0 <360 1834 0 <180 0.166 :1 4x12 29.90 psi 180.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C PA/ Ci Cr Cm Cf Moment Values Shear Values Load Combination Segment Length Span# M V Cd C PA/ Ci Cr Cm Cf CL M ft) Fb V fv F'v DOnly 0,00 0.00 0.00 0,00 Lengtti =10,0 ft 1 0.148 0.052 1.00 1,10 1,00 1,00 1,00 1,00 1,00 0,90 146,29 990,00 0,29 11.21 180,00 +D-H.+H 1,10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10,0 ft 1 0.148 0.062 1.00 1.10 1,00 1,00 1,00 1.00 1.00 0,90 146,29 990,00 0.29 11.21 180,00 +0+Lr+H 1.10 1.00 1.00 1,00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 10,0 ft 1 0.394 0.166 1.00 1.10 1,00 1.00 1,00 1.00 1.00 2,40 390,10 990,00 0.78 29.90 180.00 +0+S+H 1,10 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 10.0 ft 1 0.148 0,062 1.00 1.10 1,00 1.00 1.00 1.00 1,00 0,90 146,29 990,00 0.29 11,21 180,00 +D-tO.750Lr-K).750L+H 1.10 1,00 1,00 1.00 1,00 1,00 0,00 0.00 0,00 0,00 Lenglh = 10.0 ft 1 0.332 0,140 1.00 1.10 1.00 1,00 1,00 1.00 1,00 2.03 329,14 990,00 0.65 25,23 180,00 +D+O.750L+O.750S+H 1.10 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Lenglh = 10.0 ft 1 0.148 0,052 1,00 1,10 1.00 1,00 1,00 1.00 1,00 0,90 146,29 990,00 0.29 11,21 180.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID: Title Block Line 6 Printed 22 MAR 2014,12:39PM Wood Beam Lie. #: KW-06000067 File C \DOCUME-1\ERICFO-i\MYDOCU-1\ENERCA-l\taylor ec6 U ENERCALC INC 1983-2014 Build 614 f 23 Ver 614123 I Licensee : FOTIADI ENGINEERING Description: RRB 5 Load Combinatton Segment Lengtti Span# Max Stt'ess Rattos Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Ct CL • M ft) F'b V fv F'v +D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0.00 Lengtti = 10.0 ft 1 0.148 0,062 1.00 1.10 1.00 1.00 1.00 1.00 1.00 0.90 146.29 990.00 0,29 11.21 180,00 +D+O.70E+H 1.10 1.00 1.00 1,00 1.00 1,00 0.00 ,. 0,00 0,00 0,00 Lengtti =10.0 ft 1 0.148 0.062 1.00 1.10 1.00 1.00 1.00 1.00 1,00 0.90 146.29 990.00 " 0.29 11.21 180,00 +D-tO.750LrtO.750L+O.750W+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 . 0.00 0.00 0.00 Lengtti = 10.0 ft 1 0,332 0,140 1.00 1,10 1.00 1,00 1.00 1.00 1.00 2.03 329.14 990.00 0.66 25,23 180.00 +D-K).750L+O,750S-tO,750W+H 1,10 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 10.0 ft 1 0.148 0,062 1.00 1.10 1.00 1.00 1.00 1.00 1.00 0.90 146.29 990.00 0.29 11,21 180.00 +O+O.750Lr-t0.750L-t0.5250E+H 1.10 1.00 1.00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 10.0 ft 1 0.332 0.140 1.00 1.10 1.00 1.00 1,00 1.00 1.00 2.03 329.14 990,00 0.66 25.23 180,00 +D-K).750L+O.750S+O.5250E+H 1.10 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0,00 0,00 Lengtti = 10.0 ft 1 0.148 0.062 1.00 1.10 1.00 1,00 1.00 1,00 1.00 0,90 146.29 990.00 0.29 11,21 180,00 •K),60D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 10.0 ft 1 0.089 0.037 1.00 1.10 1.00 1.00 1.00 1.00 1.00 0.54 87.77 990.00 0,18 6.73 180,00 •K),60D+0,70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 • 0.00 Lengtti = 10,0 ft 1 0.089 0.037 1.00 1.10 1.00 1.00 1.00 1.00 1.00 0,54 87.77 990.00 0.18 6.73 180,00 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max. "-"Defl Locatton in Span Load Combination Max. "+• Defl Location In Span D+Lr 1 0.0654 Vertical Reactions • Unfactored Load Combination Support 1 Support 2 5.036 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LrOnly D+Lr 0.960 0.360 0.600 0.960 0.960 0,360 0,600 0,960 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 22 MAR 2014,12:47PM Wood Beam Lie. #: KW-06000067 Description; RB 6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties - C.\D0CUME-1\ER1CF0-1 WYtXX;U~1\ENERCA~1\taylor.ec6 b ENERCALCINC 1983-2014. Build:6.14.1,'23.Ver:6,141,23 I Licensee : FOTIADI ENGINEERING Analysis Method; Allowable Stress Design Load Combination iBC 2009 Wood Species Wood Grade ; Douglas Fir - Larch ; Select structural Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling ,1,500.0 psi 1,500.0 psi 1,700.0 psi 625.0 psi ISO.Opsi 1,000.0 psi £; Modulus of Elasticity Ebend-xx I.OOO.Oksi Eminbend - xx 690.0 ksi Density 32.210 pcf 0(0.12) Lr(0.2) 4x12 Span = 15.50 ft Applied Loads Uniform Load; D = 0.120, Lr = 0.20, Tributary Width = 1.0 ft DESIGNSUMMARY 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 0.331 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Tolal Deflection 0.530 in Max Upward Tolal Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. Design OK 0.947:1 Maximum Shear Stress Ratio 4x12 Section used for this span 1,562.01 psi fv: Actual 1,650.00 psi Fv: Allowable -iD+Lr+H Load Combination 7.750ft Location of maximum on span Span # 1 Span # where maximum occurs Ralio: Ratio = Ratio: Ratio: 561 O<360 351 0 <180 0.464 :1 4x12 83.44 psi 180.00 psi +0+Lr+H 14,595 ft Span # 1 Maximum Forces 8e Stresses for Load Corhbiriitions Load Combinatton Segment Length Max Sttess Rattos Cd Cp/v Ci Cr Cm Cl Moment Values Shear Values Load Combinatton Segment Length Span# M V Cd Cp/v Ci Cr Cm Cl CL M ft) F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Lengtti = 15,50 ft 1 0.355 0,174 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3,60 58575 1650.00 0.82 31.29 180.00 +0+L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 15,50 ft 1 0.355 0.174 1,00 1.10 1,00 1.00 1,00 1,00 1.00 3,60 585.75 1650.00 0,82 31.29 180,00 +0+Lr+H 1.10 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0,00 Length = 15,50 ft 1 0.947 0.464 1.00 1.10 1,00 1.00 1.00 1.00 1,00 9.61 1,562.01 1650.00 2.19 83.44 180,00 +0+S+H 1.10 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.50 ft 1 0,355 0.174 1,00 1.10 1,00 1.00 1.00 1,00 1,00 3.60 585.75 1650.00 0.82 31.29 180,00 +O-*0,750Lr-t0,750L+H 1.10 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Lengtti = 15.50 ft 1 0,799 0.391 1,00 1.10 1.00 1,00 1,00 1,00 1.00 8.11 1,317.94 1650.00 1,85 70.40 180,00 +D+O.750L+0J50S+H 1.10 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 ' Length = 15.50 ft 1 0,355 0.174 1.00 1,10 1.00 1.00 1,00 1.00 1,00 3.60 585.75 1650.00 0.82 31.29 180.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 22 2014,12:47PM Wood Beam Lie. #; KW-060a0067 Description: RB 6 Load Combinatton Fii^CA^pJ€-pRtC^^ ENERCALC INC. 1^2014, Builij 6^14.1.23. Ver.6141 23 Licensee : FOTIADI ENGINEERING •• Max Sfress Ratios Moment Values Shear Values Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 15.50 ft 1 0,355 0.174 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3,60 585.75 1650.00 0.82 31.29 180,00 +O+0.70E+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Lenglh = 15.50 ft 1 0,355 0,174 1.00 1,10 , 1,00 1.00 1.00 1.00 1.00 3,60 585.75 1650.00 0.82 31,29 180,00 +O+0.750Lr-tO.750L+0.750W+H 1.10 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.50 ft 1 0.799 0.391 1.00 1.10 1.00 1,00 1.00 1,00 1.00 8.11 1.317.94 1650.00 1.85 70.40 180.00 +DtO,750L+O,750S-tO.750W+H 1,10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.50 ft 1 0,355 0.174 1,00 1.10 1.00 1.00 1.00 1.00 1.00 3.60 585.75 1650.00 0,82 31.29 180,00 +D-tO.750Lr-K).750L+O.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Length = 15.50 ft 1 0.799 0,391 1.00 1.10 1.00 1.00 1.00 1.00 1.00 8.11 1,317.94 1650.00 1,85 70.40 180,00 +O-i0.750L-t0.750S+0.5250E+H 1,10 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 15.50 ft 1 0.355 0,174 1.00 1.10 1.00 1,00 1.00 1.00 1.00 3.60 585.75 1650.00 0.82 31.29 180.00 +O.60D+W+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0,00 Lengtti = 15.50 ft 1. 0.213 0.104 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2.16 351.45 1650.00 0,49 18.77 • 180,00 +O.60D+O,70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Lengtti = 15,50 ft 1 0.213 0.104 1.00 1.10 1.00 1.00 1.00 1,00 1.00 2.16 351.45 1650,00 0,49 18.77 180,00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max, "-"Defl Location in Span Load Combinaiion Max."+" Defl Location in Span D+Lr Vertical Reactions • Load Combinatton 1 Unfactored Support 1 0.5298 Support 2 7,807 Support notation; Far left is #1 0,0000 Values in KIPS 0,000 Overall MAXimum DOnly LrOnly D+Lr 2.480 0,930 1,550 2.480 2,480 0,930 1.550 2,480 Eric Fotiadi and Associates 2544 Fourth Avenue San Dlego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Printed: 22HAR 2014,12:46PM Wood Beam Lie. #: KW-06000067 Description; RB 7 CODE REFERENCES Calculations per NDS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Mmm File = C \DOCUME-l\ERICFOr1\MYD6cU7j\ENERCA-1\taylor.ec6 b ENERCALCMNC.'jl983-2014, Buitd:6.14,1.23, Ver:6:141.23 I Licensee : FOTIADI ENGINEERING Analysis Method; Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade : Douglas Fir - Larch : No.1 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling 1000 psi 1000 psi 1500 psi 625 psl 180 psi 675 psi £: Modulus of Elasticity Ebend-xx 1700 ksi Eminbend-xx 620 ksi Density 32.21 pcf 0(0.12) Lr(0.2) 4x12 Span = 13.0 ft Applied Loads Uniform Load; D = 0.120, Lr = 0.20, Tributary Width = 1,0 ft DESIGNSUMMARY 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 Max Downward Tolal Deflection Max Upward Total Deflection 0.999:1 4x12 1,098.77 psi 1,100.00 psi +D+Lr+H 6.500ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.183 in 0.000 in 0.293 in 0.000 in Ralio = Ralio: Ratio: Ralio: 851 0 <360 532 0 <180 Design OK 0.379 :1 4x12 68.25 psi 180.00 psi +D+Lr+H 12.099 ft Span#1 Maximum Forces & Stresses for Load Cbmbinatibhs Load Combinatton Segment Length Span# Max Sttess Rattos Cd C PW Ci Cr Cm Ct Momeni Values Shear Values Load Combinatton Segment Length Span# M V Cd C PW Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0,00 0.00 0,00 0.00 Length = 13.0 ft 1 0.375 0.142 1.00 1.10 1.00 1.00 1,00 1,00 1,00 2,54 412,04 1100,00 0.67 25,59 180,00 +D+L+H 1.10 1.00 1,00 1,00 1,00 1.00 0,00 0,00 0.00 0,00 Length = 13,0 ft 1 0.375 0.142 1.00 1,10 1.00 1.00 1.00 1.00 1,00 2.54 412,04 1100,00 0,67 25.59 180,00 +D+lr+H 1.10 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 13.0 ft 1 0.999 0.379 1.00 1,10 1,00 1,00 1,00 1.00 1.00 6,76 1,098,77 1100,00 1,79 68,25 180,00 +D+S+H 1,10 1.00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0.00 Length = 13.0 ft 1 0.375 0.142 1.00 1.10 1.00 1.00 1,00 1,00 1.00 2,54 412,04 1100,00 0,67 25,59 180,00 +O+0.750Lr+0.750L+H 1.10 1,00 1.00 1.00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 13.0 ft 1 0.843 0.320 1.00 1.10 1,00 1,00 1.00 1.00 1.00 5,70 927,09 1100,00 1,51 57,58 180,00 +D+O.750L-tO.750S+H 1.10 1,00 1.00 1,00 1,00 1.00 0,00 0.00 0,00 0,00 Length = 13.0 ft 1 0.375 0.142 1.00 1,10 1.00 1.00 1,00 1,00 1.00 2,54 412,04 1100.00 0,67 25,59 180,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 22 MAR 2014,12:46PM Wood .Bearn Description: RB 7 Flle=C.\DOCUME-4\ERlCFO-pYDOCU~»\ENERCA-1\teylor,ec6"' b ENERCALCINC 1983-2o!4,'*Buitcl:6,14.t;23.VeFl6,14.1.23 I Licensee: FOTIADI ENGINEERING Load Combinatton Segment Lengtti Span# Max Stress Ratios Cd Cp/v Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd Cp/v Ci Cr Cm Ct CL M ft)-F'b V fv F'v +D+W+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0,00 Lengtti = 13.0 ft 1 0,375 0.142 1,00 1.10 1.00 1.00 1.00 1.00 1.00 2.54 412,04 1100,00 0,67 25,59 180,00 +O-t0.70E+H 1,10 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 . 0.00 Lengtti = 13,0 ft 1 0,375 0.142 1.00 1.10 1.00 1.00 1,00 1,00 1.00 2.54 412,04 1100.00 0.67 25,59'' 180.00 +O+0.750Lr-*O,750L+0.750W+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.843 0,320 1.00 1.10 1.00 1.00 1.00 1.00 1.00 5.70 927,09 1100.00 1.51 57.58 180.00 +D-K).750L-tO.750S-tO.750W+H 1.10 1.00 1.00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,375 0.142 1.00 1.10 1.00 1.00 1,00 1.00 1.00 2.54 412.04 1100.00 0.67 25.59 180.00 +O+O.750Lr-K).750L-tO.5250E+H 1.10 1.00 1.00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Lenglh = 13,0 ft 1 0,843 0.320 1,00 1.10 1.00 1.00 1,00 1.00 1.00 5.70 927.09 1100.00 1.51 57.58 180.00 +D+O,750L+O,750S+O,5250E+fl 1.10 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0.00 0.00 Lengtti = 13,0 ft 1 0,375 0.142 1,00 1.10 1.00 1.00 1,00 1,00 1.00 2,54 412.04 1100.00 0.67 25.59 180.00 +0,60D+W+H 1.10 1.00 1,00 1,00 1,00 1.00 0,00 0.00 0,00 0.00 Lengtti = 13,0 ft 1 0.225 0.085 1,00 1.10 1.00 1.00 1,00 1.00 1.00 1.52 247.22 1100.00 0,40 15,36 180.00 +O,60D-K3.70E+H 1.10 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 • 0.00 Length = 13,0 ft 1 0.225 0.085 1.00 1.10 1,00 1.00 1.00 1.00 1.00 1.52 247.22 1100,00 0.40 15.36 180.00 Overall Maximum Deflections- Load Combinatton Unfactored Loads Span Max. "-"Defl Location in Span Load Combination Max,"+" Defl Location in Span D+Lr Vertical Reactions • Load Combinatton 1 Unfactored Support 1 0,2930 Support 2 6,547 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly Lr Only D+Lr 2.080 0.780 1.300 2,080 2,080 0.780 1.300 2,080 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego. CA 92103 Project Title; Engineer: Project Descr; Project ID: Title Block Line 6 Printed: 24 MAR 2014, 4:32PM Flie = C:\DOCUME-reRICFO-l\MYDOCU-1\ENERCA-1\taylor,ec6 'b ENERGALd.lNC.4983-20l4.Buiia:6.14.1.23.Ven6.14.1.23 I Wood Beam Lie. # : KW-06000067 Description: RB 8 CODEfiEFERENCES , Calculations per NDS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination iBC 2009 Wood Species Wood Grade Beam Bracing Fb-Tension 1500 psi Fb-Compr 1500 psi Fc-Prll 1700 psi Fc - Perp 625 psi Fv 180 psi Ft 1000 psl : Beam is Fully Braced against lateral-torsion buckling : Douglas Fir - Larch : Select structural £; Modulus of Elasticity Ebend-xx 1900 ksi Eminbend-xx 690 ksl Density 32.21 pcf i T 1 T • i • Jyt^t/* • V ZA 4x12 Span = 15,250 ft Applied Loads Uniform Load: D = 0,120, Lr = 0,20, Tributary Width = 1.0 ft DESIGNSUMMARY, 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 0.310 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Tolal Deflection 0.496 in Max Upward Tolal Deflection 0.000 in Service loads entered. Load Faclors will be applied for calculations. Design OK 0.916 1 Maximum Shear Stress Ratio 4x12 Seclion used for this span 1,512.03 psi fv: Actual 1,650.00 psi Fv: Allowable +D+Lr+H Load Combination 7.625ft Location of maximum on span Span # 1 Span # where maximum occurs Ratio = Ratio: Ralio: Ratio: 589 0 <360 368 0 <180 0.456 :1 4x12 82.10 psi 180.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces & Stresses for Lbad Cdrnblnatibris Load Combination Segment Lengtti Span# Max Stress Ratios Cd C PA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd C PA/ Ci Cr Cm Ct CL M ft) F'b V tv F'v DOnly 0.00 0.00 0,00 0.00 Length = 15,250 ft 1 0.344 0,171 1.00 1.10 1.00 1,00 1.00 1,00 1.00 3.49 567.01 1650.00 0,81 30,79 180.00 +0+L+H 1.10 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 15,250 ft 1 0.344 0,171 1,00 1.10 1,00 1,00 1.00 1.00 1.00 3.49 567.01 1650,00 0,81 30.79 180.00 +D+Lr+H 1.10 1,00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0.00 Length = 15,250 ft 1 0.916 0,456 1,00 1,10 1.00 1,00 1,00 1,00 1.00 9.30 1,512.03 1650,00 2,16 82,10 180.00 +0+S+H 1,10 1.00 1,00 1,00 1,00 1.00 0,00 0.00 0,00 0.00 Length = 15,250 ft 1 0.344 0,171 1.00 1.10 1.00 1,00 1,00 1,00 1.00 3.49 567.01 1650,00 0.81 30,79 180.00 +O+0,750Lr+O,750L+H 1.10 1.00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0.00 Length = 15,250 ft 1 0,773 0.385 1.00 1.10 1.00 1,00 1,00 1,00 1.00 7.85 1,275.77 1650,00 1.82 69,27 180.00 +D+O,750L+O,750S+H 1.10 1.00 1.00 1,00 1.00 1.00 0,00 0,00 0,00 0.00 Length = 15,250 ft 1 0,344 0.171 1.00 1,10 1.00 1,00 1,00 1,00 1,00 3,49 567,01 1650.00 0,81 30,79 180,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Dlego, CA 92103 Project Title: Engineer: Project Descr; Project ID; Pl Title Blxk Line 6 Wood Beam Ue. #: KW-06000067 Description: RB 8 Load Combinatton Piinted: 24 MAR 2014, 4:32PM 7i1e=C:UXK:UM£-t\ERICFO-ltMYOOCU-ltENERCA-1llaytor.ec6 b ENERCALC INCl'983-20M. Builtl;6.14,1.23. Ver;6.141.23 I Licensee : FOTIADI ENGINEERING Max Stress Ratios Moment Values Shear Values Segment LengUi Span# M V Cd Cp/v Ci Cr Cm Ct CL M ft) F'b V fv F'v +D+W+H 1.10 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.250 ft 1 0.344 0.171 1.00 1.10 1.00 1.00 1,00 1.00 1,00 3.49 567.01 1650.00 0.81 30.79 180.00 +O+O,70E-tH 1.10 1.00 1.00.' ' 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 15.250 ft 1 0.344 0.171 1.00 1.10 1.00 1.00 1.00 1.00 1,00 3.49 567.01 1650.00 0.81 30.79 180,00 +D+O,750Lr+O750L+O.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.250 ft 1 0.773 0.385 1.00 1.10 1.00 1.00 1.00 1.00 1.00 7.85 1,275.77 1650.00 1.82 69.27 180.00 +0+0.750L+0.750S-t0.750W+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 15.250 ft 1 0.344 0.171 1.00 1.10 1,00 1.00 1.00 1.00 1,00 3.49 567.01 1650.00 0.81 30.79 180,00 +0+0.750Lr+0.750L+0.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.250 ft 1 0.773 0.385 1.00 1.10 1.00 1.00 1.00 1.00 1.00 7.85 1,275.77 1650.00 1.82 69.27 180.00 +O+O.750L+0.750S-K).5250E-i+1 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 15.250 ft 1 0.344 0.171 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.49 567.01 1650,00 0.81 30.79 180.00 +0.60D+W+H 1.10 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0,00 0,00 Lengtti = 15.250 ft 1 0.206 0.103 1.00 1.10 1.00 1.00 1.00 1.00 1,00 2,09 340.21 1650,00 0.48 18,47 • 180,00 •K).60D-tO70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Lengtti = 15.250 ft 1 0.206 0.103 1.00 1.10 1,00 1.00 1,00 1.00 1.00 2,09 340.21 1650.00 0,48 18.47 180.00 Overall Maximum Deflections • Load Combinatton UnfactorecJ Loads ' Span Max. "-"Defl Location in Span Load Combinatton Max."+' Defl Locatton In Span D+Lr 1 0.4964 Vertical Reactions - Unfactored Load Combinatton Support 1 Support 2 7.681 Support notation: Far left is #1 0,0000 Values in KIPS 0,000 Overall MAXimum DOnly Lr Only D+Lr 2,440 0,915 1,525 2,440 2.440 0.915 1.525 2,440 D:\MIKES\taylor remodel\taylor_structural_recover_recover.dwg, 3/22/2014 2:25:32 P ^p^i 4^ 11.?' / °^)'-n^ : : I ' ^''^^^ lose ^"fMl^ (0 ^ 'v^xf^^ l/£7 — . 7^ t i 5W/ — ' ^ .y\^l\ All/ v^oQ ft/1/ toe rr f ^C7^/| 1.41 [? 1,1^ m ^c? 5^ Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 24 MAR 2014, 8:26AM Wood Beam Lie. #: KW-06000067 Description: 2DB1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File=C \DOC0ME-1\ERICFO-1\MyDOCtW\ENERlCA-1\taylor.ec6 || ENERCALC.^NC.'1983-2014. Biil1d:6.14.1.23. Vef:6.14,1.23 I Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination IBC 2009 Wood Species ; Boise Cascade Wood Grade : Versa Lam 2800 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2800 psl 2800 psi 3000 psi 750 psi 285 psi 2100 psl £: Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-xx 2000 ksi Density 32.21 pcf 0(1.89) L(3.1) D(0.019)L(0.052) ^ 1 5.25x11.875 Span = 17.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0190, L = 0.0520, Tributary Width PointLoad; D = 1.890, L = 3.10k@, 10.0ft DESIGNSUMMARY Maximum Bending Stress Ratio = Seclion 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 Max Downward Total Deflection Max Upward Total Deflection :1.0 ft 0.851: 1 5.25x11.875 2,382.42 psi 2,800.00 psi +D+L+H 9.964ft Span # 1 0.475 in 0.000 in 0.766 in 0.000 in Service loads entered. Load Factors will be applied for calculalions. Design OK Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio: Ralio: Ralio: Ratio: 442 0 <360 274 0 <180 0.297 : 1 5.25x11.875 84.53 psi 285.00 psi +D+L+H 16.542 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Length Span# Max Stress Ratios Cd C PA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Length Span# M V Cd C PA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v DOnly 0.00 0.00 0.00 0,00 Length = 17.50 ft 1 0.323 0.113 1.00 1.00 1.00 1.00 1,00 1.00 1,00 9.31 905.17 2800.00 1.34 32.16 285,00 +0+L+H 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0,00 Length = 17.50 ft 1 0.851 0.297 1.00 1.00 1.00 1,00 1.00 1.00 1.00 24.50 2,382.42 2800.00 3.51 84.53 285,00 +D+Lr+H 1.00 1,00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.323 0.113 1.00 1.00 1.00 1,00 1.00 1,00 1.00 9.31 905.17 2800.00 1.34 32.16 285.00 +D+S+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.323 0.113 1.00 1.00 1,00 1.00 1,00 1,00 1.00 9.31 905.17 2800.00 1,34 32,16 285.00 +D+0.750Lr+O750L+H 1.00 1,00 1,00 1,00 1,00 1.00 0.00 0,00 0,00 0.00 Length = 17.50 ft 1 0719 0.251 1.00 1.00 1,00 1,00 1,00 1,00 1.00 2070 2,013.11 2800.00 2.97 71,44 ,285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 24 MAR 2014, 8:26AM Wood Beam Description; 2DB1 File = C \DOCUME-T\ERICFO-1\MYDOCU-1\ENERCA-1\t3yior,ec6 b .'ENERCALCINC. 1983-2014.Bulld:6.14.1i3,VerL6.14.1,23 I Licensee: FOTIADI ENGINEERING Load Combinatton Max Stt-ess Ratios Momeni Values Shear Values Segment Length Span# M V Cd C.PA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v +O+0,750L+O.750S+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 17.50 ft 1 0719 0.251 1.00 1.00 1.00 1.00 1,00 1,00 1.00 20,70 2,013,11 2800.00 2.97 71.44 285,00 +D+W+H .100 1,00 1,00 1,00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 17.50 ft 1 0,323 0.113 1.00 ' 1.00 1.00 1.00 1,00 1.00 1.00 9,31 905,17 2800.00 1.34 32.16 285,00 +D+O70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Lengtti = 17.50 ft 1 0,323 0.113 1.00 1.00 1.00 1.00 1,00 1,00 1.00 9,31 905,17 2800,00 1.34 32,16 285.00 +D+0.750Lr+0750L+0750W+H 1.00 1,00 1.00 1.00 1.00 1,00 0,00 0.00 0,00 0,00 Lengtti = 17.50 ft 1 0719 0.251 1.00 1.00 1.00 1,00 1,00 1.00 1.00 20,70 2,013,11 2800.00 2.97 71.44 285.00 +D+O,750L+O,750S+O,750W+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 17.50 ft 1 0,719 0.251 1.00 1.00 1.00 1.00 1,00 1.00 1.00 20,70 2,013,11 2800.00 2.97 71.44 285.00 +O+O.750Lr+0.750L+0.5250E+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtii = 17.50 ft 1 0,719 0.251 1.00 1.00 1,00 1,00 1,00 1.00 1.00 20,70 2,013,11 2800.00 2.97 71,44 285.00 +D+O,750L+O,750S+O.5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 17.50 ft 1 0719 0.251 1.00 1.00 1.00 1.00 1,00 1,00 1,00 20.70 2,013,11 2800.00 2.97 71,44 285.00 +O.60D+W+H 1.00 1.00 1.00 1,00 1.00 1,00 0,00 0.00 0,00 • 0.00 Lengtti = 17.50 ft 1 0,194 0.068 1.00 1.00 1.00 1,00 1,00 1.00 1,00 5.58 543.10 2800.00 0.80 19,30 285.00 +0,60D+070E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Lengtti = 17,50 ft 1 0,194 0.068 1.00 1.00 1.00 1,00 1,00 1.00 1,00 5.58 543,10 2800,00 0.80 19,30 285.00 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max."-" Defl ~WL 1 0.7657 Vertical Reactions • Unfactored Load Combination Support 1 Support 2 Location In Span Load Combination Max."+" Defl Localion in Span 9.133 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 2.882 1.098 1784 2.882 3,595 1.368 2.226 3.595 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 24 MAR 2014,11:58AM Wood Beam Lie. #: KW-06000067 Description: 2DB 2 File = C\D0CUME-1\ERlCl^1M[X)Ct^1\ENERCA-1\taytor,eC6: l i ENERCALC INC 1983-2014 Build 614123,'ver.6,14.1.23 I Licensee : FOTIADI ENGINEERING CODE REFERENCES , Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2009 Fb-Tension 3100 psi Fb-Compr 3100 psi Fc-Prll 3000 psi Fc - Perp 750 psi Fv 285 psi Ft 2100 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species Wood Grade : Boise Cascade ; Versa Lam 3100 £; Modulus of Elasticity Ebend-xx Eminbend - xx Density 2000 ksi 2000 ksi 32.21 pcf D(2.78) L(4) D(1.089)Lr(1.573) 0(0.3) L(0.3) 7x16 Span = 20.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load; D = 0.30, L = 0.30. Tributary Width = 1.0 ft Point Load; D = 1.089, Lr = 1.573 k @ 12.0 ft Point Load; D = 2.780, L = 4.0 k (5) 4.0 ft DESIGN SUMMARY, Maximum Bending Stress Ratio = 0.646 1 Section used for this span 7x16 fb: Actual = 2,002.75psi FB: Allowable = S.IOO.OOpsi Load Combination +D+L+H Location of maximum on span = 8.540ft Span # where maximum occurs = Span#. 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.456 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.860 in Max Upward Total Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.530 :1 7x16 151.19 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Ratio: Ratio: Ralio: Ratio: 526 0 <360 279 0 <180 Maxiriium Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd C FN Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M ft) F'b V fv F'v DOnly 0,00 0,00 0.00 0.00 Length = 20,0 ft 1 0.339 0.258 1,00 1,00 1.00 1.00 1.00 1,00 1,00 26.19 1,052,31 3100.00 5.48 73.43 285.00 +0+L+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.646 0,530 1,00 1.00 1.00 1.00 1.00 1,00 1.00 49.85 2,002.75 3100,00 11,29 151.19 285.00 +D+Lr+H 1.00 1.00 1,00 1.00 1,00 1.00 0,00 0.00 0,00 0.00 Length = 20.0 ft 1 0.426 0.287 1,00 1.00 1.00 1,00 1,00 1,00 1,00 32.86 1,320.21 3100.00 6,11 81,86 285.00 +D+S+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0.00 0,00 0.00 Length = 20.0 ft 1 0.339 0,258 1,00 1.00 1.00 1,00 1,00 1.00 1,00 26.19 1,052,31 3100.00 5.48 73,43 285.00 +D+O.750Lr+<3750L+H 1.00 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0,00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID: V f1 Title Block Line 6 Printed: 24 MAR 2014,11:58AM Wood Beam Lie. #: KW-06000067 Description: 2DB 2 File=C;\DOCUME-1\EI?tCFO-1WYDOCU-1\ENERCA-1\faylor.ec6 b ENERCALC, INC 1983-2014 Build 6141 23, Ver.6141 23 I Licensee : FOTIADI ENGINEERING Load Combination Segment Lenglh Span# Max Stress Rattos Cd CpA/ Ci Cr Cm Cf Momeni Values Shear Values Load Combination Segment Lenglh Span# M V Cd CpA/ Ci Cr Cm Cf CL M • ft) Fb V F'v Lengtti = 20.0 ft 1 0,625 0,484 1.00 1.00 1.00 1.00 1,00 1.00 1.00 48.19 1,936.35 3100.00 10,31 138,07 285,00 +0+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Lenglh = 20.0 ft 1 0,569 0,462 1.00 1.00 1.00 1.00 1.00 1.00 1.00 43.89 1,763.45 3100.00 9.84 131.75 285,00 +D+W+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 20.0 ft 1 0.339 0.258 1.00 1.00 1.00 1.00 1.00 1.00 1.00 26.19 1,052.31 3100.00 5.48 73.43 285.00 +O+0.70E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 20.0 ft 1 0.339 0.258 1.00 1.00 1,00 1.00 1.00 1,00 1.00 26.19 1,052,31 3100.00 5.48 73.43 285,00 +D+O.750Lr+O.750L+O.750W+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lenglh = 20.0 ft 1 0,625 0,484 1.00 1,00 1.00 1.00 1,00 1.00 1.00 48.19 1,936,35 3100.00 10.31 138.07 285.00 +O+0.750L+0.750S+0750W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.569 0,462 1,00 1.00 1.00 1.00 1,00 1,00 1.00 43.89 1,763,45 3100.00 9,84 131.75 285.00 +D+O.750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 20.0 ft 1 0.625 0.484 1.00 1.00 1.00 1.00 1,00 1.00 1.00 48.19 1,936.35 3100,00 10,31 138,07 285.00 +D+O.750L+O750S+O.5250E+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0,00 0,00 Lenglh = 20.0 ft 1 0,569 0.462 1.00 1.00 1.00 1.00 1.00 1.00 1.00 43.89 1,763.45 3100,00 9.84 131.75 285,00 +O,60D+W+fl 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 20.0 ft 1 0.204 0.155 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1571 631,39 3100,00 3,29 44,06 285,00 +0,60D+070E+H 1.00 1,00 1,00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 20.0 ft 1 0.204 0.155 1,00 1.00 1.00 1.00 1,00 1.00 1.00 1571 631.39 3100.00 3,29 44.06 285.00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max. "-"Deft Locatton in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.8602 Vertical Reactions - Unfactored Load Combination Supporti Support 2 9.781 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 12.739 5,910 6.200 629 6.829 6.539 12,110 12,739 9.204 4,460 3.800 0,944 4.744 5,404 8.260 9,204 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID: Title Block Line 6 Printed: 24 fMR 2014, 1:05PM Wood Beam Lie. # : KW-06000067 Description : 2DB 5 edge fl, bm CODE REFERENCES ,, Calculations per NDS 2012, IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties his = C \D0CUMc-1 £RICFO-l\MYDOCU-1\ENERCA-1\laylor,ee6 b ENERCALC INC 1983-2014, Build 6141 23, Ver6141 23 I Licensee: FOTIADI ENGINEERING Analysis Method; Allowable Stress Design Load Combination JBC 2009 Wood Species ; Boise Cascade Wood Grade : Versa Lam 2800 Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psl £: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksi Density 32.21 Opcf 0(0.072) Lr(O.II) 0(0.065) Lr(O.I) 0(0.3) L(0.48) Sit^wS^.lt . .... 3,5x16 Span = 16,50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.30, L = 0.480, Tributary Width = 1,0 ft PointLoad; D = 0,0720, Lr = 0,110k(S)5,50ft PointLoad: D = 0,0650, Lr = 0,10k@,11.50ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.784:1 Section used for this span 3.5x16 fb: Actual = 2,196.25psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 8,250ft Span # where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.349 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Tolal Deflection 0.576 in Ratio = Max Upward Total Deflection 0.000 in Ratio • Service loads entered. Load Factors will be applied for calculalions. Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 567 0 <360 343 0 <180 0.522 :1 3.5x16 148.87 psi 285.00 psi +D+L+H 15.175ft Span # 1 Maximiim Forces & Stresses for Load Combinations Load Combination Max Sttess Ratios Moment Values Shear Values Segment Length Span* M V Cd CpA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v DOnly 0,00 0.00 0,00 0.00 Length = 16,50 ft 1 0,316 0,210 1,00 1.00 1,00 1,00 1.00 1,00 1,00 11,00 883.62 2800,00 2,23 59,83 285.00 +D+L+H 1,00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Length =16,50 ft 1 0.784 0,522 1.00 1,00 1.00 1.00 1.00 1,00 1,00 27,33 2,196.25 2800,00 5.56 148.87 285,00 +0+Lr+H 1,00 1.00 1,00 1.00 1.00 1,00 0,00 0,00 0,00 0,00 Length = 16,50 ft 1 0,331 0,220 1,00 1,00 1.00 1,00 1.00 1.00 1,00 11,55 928,02 2800,00 2,34 62.68 285,00 +D+S+tH 1,00 1.00 1,00 1,00 1.00 1,00 0,00 0,00 0,00 0,00 Lengtti = 16,50 ft 1 0.316 0,210 1.00 1,00 1.00 1.00 1,00 1,00 1,00 11,00 883,62 2800,00 2,23 59,83 285.00 +D+O,750Lr+O,750L+H 1,00 1,00 1,00 1.00 1.00 1,00 0,00 0,00 0,00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: ProjectID: Title Block Line 6 Printed: 24 (MR 2014, 1:05PM Wood Beam - •File=,C:\DOCUME-1\ERlCFO-1\MYDOCU-l\ENERCA-1\taylor,ec6 • ENERCALC'INC 1983-2014,8*6.14.1,23,Ver;6,14.1.23 Lie. #: KW-06000067 Licensee: FOTIADI ENGINEERING Description: 2DB5edgefl.bm Load Combinatton Max Sttess Ratios Moment Values Shear Values Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) F'b V fv F'v Length = 16.50 ft 1 0.679 0,452 1.00 1.00 1.00 1.00 1.00 1.00 1.00 23.66 1,901.39 2800.00 4.81 128.74 285,00 +D+O750L+O,750S+H 1,00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 16.50 ft 1 0.667 0,444 1.00 1.00 1.00 1.00 1.00 1.00 1,00 23.25 1,868.09 2800.00 4.73 126.61 285,00 +D+W+H 1.00 1.00 •r.oo 1.00 1,00 1,00 0.00 0.00 0.00 0,00 Length = 16.50 ft 1 0.316 0.210 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11,00 883.62 2800.00 2.23 59.83 285.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.316 0.210 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.00 883,62 2800.00 2,23 59.83 285.00 +D+O,750Lr+O,750L+O,750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 16.50 ft 1 0,679 0.452 1.00 1.00 1.00 1.00 1.00 1,00 1.00 23,66 1,901,39 2800.00 4.81 128.74 285,00 +D+O.750L+O,750S+O750W+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Length = 16,50 ft 1 0.667 0,444 1.00 1.00 1.00 1.00 1.00 1.00 1,00 23.25 1,868,09 2800.00 4,73 126.61 285,00 +O+O,750Lr+0.750L+0,5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 16,50 ft 1 0.679 0.452 1.00 1.00 1.00 1.00 1.00 1.00 1.00 23.66 1,901.39 2800.00 4.81 128.74 285.00 +O+{).750L+0.750S+0,5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16,50 ft 1 0.667 -0.444 1.00 1.00 1.00 1.00 1.00 1.00 1.00 23,25 1,868,09 2800.00 473 126.61 ' 285.00 +O.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lenglh = 16.50 ft 1 0,189 -0.126 1,00 1.00 1.00 1.00 1.00 1,00 1.00 6,60 530.17 2800.00 1.34 35,90 285.00 +O,60D+O,70E+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 16,50 ft 1 0,189 0.126 1,00 1,00 1.00 1.00 1.00 1.00 1,00 6.60 530.17 2800.00 1.34 35.90 285,00 Overall Maximum Deflections • Load Combinatton Unfactored Loads Span Max,"-" Defl Locatton in Span Load Combination Max."+" Defl Location in Span D+L+Lr 1 0.5759 Vertical Reactions • Unfactored Load Combination Supporti Support 2 1,250 Support notation: Far left is #1 0,0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly LrOnly L+Lr D+Lr D+L D+L+Lr 6710 2,646 ,960 104 '4.064 2,750 6,606 6710 6714 2,648 3,960 \ 0,106 ^ 4.066 2,754 6,608 6714 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID; Title Block Line 6 Wood Beam Description; 2DB 6 edge fl, bm Printed: 24MAR 2014, 1:28PM File = C:\DOCUME-1\ERICFO-l\MyD0CU-1\ENERCA-1\taylor,ec6 b ENERCALCINC 1983-2014. Build:6.i4.1.23,VeK6.14.1.23 I Licensee : FOTIADI ENGINEERING CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2009 Wood Species Wood Grade ; Boise Cascade : Versa Lam 2800 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psl 285.0 psi 2,100.0 psi £: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0ksl Density 32.21 Opcf D(0.065)Lr(0,1) 0(0.065) Lr(0.1) D(0.275^L(0.42) 0(4.46) L(3.9) 7x16 Span = 20.0 ft :1.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0,2750, L = 0,420, Tributary Width PointLoad: D = 0,0650, Lr = 0,10k@ 1,0ft PointLoad: D = 0,0650, Lr = 0,10k@7,50ft Point Load: D = 4,460, L = 3,90 k @ 13.330 ft D£S/GWSl/MMA/?y Maximum Bending Stress Ratio = 0.995 1 Section used for this span 7x16 ftj: Actual = 2,786.07psi FB: Allowable = 2,800.00 psi Load Combination +D+L+H Location of maximum on span = 13,285ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.527 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Tolal Deflection 0.990 in Max Upward Total Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Design OK 0.557 : 1 7x16 158.76 psi 285.00 psi +0+L+H 18.686 ft Span # 1 Ralio: Ratio: Ratio: Ratio: 455 0 <360 242 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Lengtti Span# M V Cd C ?N C| Cr Cm Ct CL M ft) F'b V fv Fv DOnly 0.00 0,00 0.00 0,00 Length = 20,0 ft 1 0,478 0,263 1,00 1,00 1.00 1,00 1.00 1.00 1,00 33.33 1,339.12 2800,00 5,61 75.09 285,00 +D+L+H 1,00 1.00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 20,0 ft 1 0,995 0.557 1,00 1,00 1,00 1.00 1.00 1.00 1,00 69.34 2,786.07 2800,00 11,85 158.76 285.00 +D+Lr+H 1,00 1,00 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0.00 Length = 20,0 ft 1 0,482 0,265 1,00 1,00 1,00 1.00 1.00 1.00 1.00 33.61 1,350.59 2800,00 5.65 75,66 285.00 +0+S+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0.00 0,00 0.00 Length = 20,0 ft 1 0,478 0,263 1,00 1.00 1,00 1.00 1.00 1,00 1.00 - 33.33 1,339.12 2800,00 5.61 75,09 285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: iff I Title Block Line 6 Wood Beam Lie. #: KW-06000067 Description: 2DB 6 edge fl, bm Printed: 24 rMR 2014, 1:28PM File = C-\DOCUME-1\ERICFC-1\MYOOCUTl\ENERCA-1\taylof;ec6~^ ENERCALC INC 1983-2014, Buid 6.14.V23, Ver.6.14,1.23 I Licensee : FOTIADI ENGINEERING Load Combinatton Segment Lengtti Span# Max Sttess Ratios Cd C PA/ Ci Cr Cm Cf Momeni Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd C PA/ Ci Cr Cm Cf CL M ft) Fb V fv F'v +D+O.750Lr+O,750L+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0,00 Lengtti = 20.0 ft 1 0,869 0,485 1.00 1.00 1.00 1,00 1,00 1.00 1,00 60.55 2,432.93 2800.00 10.32 138,27 285,00 +O+0,750L+O750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Lengtti = 20,0 ft 1 0,866 0.484 1.00 1.00 1.00 1.00 1.00 1.00 1.00 60.34 2,424.33 2800.00 10.29 137.84 285,00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 20,0 ft 1 0,478 0.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 33.33 1,339,12 2800.00 5,61 75,09 285,00 +0+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0.00 Length = 20.0 ft 1 0,478 0.263 1,00 1.00 1.00 1.00 1.00 1.00 1.00 33.33 1,339,12 2800.00 5.61 75.09 285,00 +O+0,750Lr+0.750L+0,750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0,869 0.485 1,00 1.00 1.00 1.00 1.00 1.00 1.00 60.55 2,432,93 2800,00 10.32 138.27 285,00 +O+0,750L+0.750S+0,750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Lengtti = 20,0 ft 1 0,866 0.484 1,00 1.00 1.00 1.00 1.00 1.00 1.00 60,34 2,424,33 2800.00 10.29 137.84 285,00 +D+O,750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 20.0 ft 1 0,869 0.485 1,00 1.00 1.00 1.00 1.00 1.00 1.00 60,55 2,432,93 2800.00 10.32 138,27 • 285,00 +D+O,750L+O,750S+O,5250E+H 1.00 1,00 1.00 1.00 1.00 1,00 0,00 0.00 0,00 0,00 Length = 20,0 ft 1 0,866 0.484 1.00 1.00 1.00 1.00 1.00 1.00 1.00 60,34 2,424,33 2800.00 10.29 137.84 285,00 +0,60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 20.0 ft 1 0,287 0.158 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20,00 803,47 2800.00 3,36 45.05 285,00 +O,60D+O.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Lenglh = 20,0 ft 1 0,287 0.158 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20,00 803,47 2800,00 3.36 45,05 285,00 Overall Maximum Deflections - Unfactored Loads Load Combinati'on Span Max."-" Defl Locatton in Span Load Combinatton Max."+" Defl Locatton in Span D+L+Lr 1 0,9896 10,438 0.0000 0,000 Vertical Reactions -Unfactored Support notatton: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10,248 12.843 DOnly 4,590 6,001 LOnly f 5,501 6,799 \ Lr Only ( 0,158 0,043 K L+Lr 5,658 6.842 ^\ D+Lr 4,748 6.043 D+L 10,091 12.800 D+L+Lr 10,248 12.843 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID; ^f|^ Title Block Line 6 Wood Beam Lie. #: KW-06000067 Printed: 24MAR 2014,11:41A(,1 File = C \D0CUME-1\ERICF0-l\MYDOCU-1\ENERCA-1\taytor.ec6 b ENERCALCINC 1983-2014, Build.6.14.1,23,Ver6.14.1.23 I Licensee: FOTIADI ENGINEERING Description: 2DB 7 edge fl. bm CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method; Allowable Stress Design Load Combination JBC 2009 Wood Species : Boise Cascade Wood Grade : Versa Lam 2800 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling 2800 psl 2800 psi 3000 psi 750 psi 285 psi 2100 psl £; Modulus of Elasticity Ebend-xx 2000 ksl Eminbend-xx 2000 ksi Density 32.21 pcf D(0.065)Lr(0.1) D(0.275)^L(0.42) 0(0.065) Lr(O.I) cT |||ll|llll| 7x11.875 Span = 18,50 ft :1,0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load; D = 0,2750, L = 0.420, Tributary Width PointLoad; D = 0.0650, Lr = 0.10k@,6.50ft PointLoad: D = 0.0650, Lr = 0.10kl^ 12,750ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.805 1 Section used for this span 7x11.875 ft): Actual = 2,253.92 psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 9,250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.589 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Tolal Deflection 1.000 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Service loads entered. Load Faclors will be applied for calculations. Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 376 0 <360 222 0 <180 0.379 :1 7x11.875 108.12 psi 285.00 psi +D+L+H 17.555 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd C PA/ C| Cr Cm Ct CL M ft) Fb V fv Fv DOnly 0.00 0,00 0.00 0.00 Lenglh = 18,50 ft 1 0.337 0,159 1.00 1,00 1.00 1.00 1,00 1.00 1,00 12,96 944.42 2800.00 2,51 45.20 285.00 +D+L+H 1,00 1,00 1.00 1,00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 18.50 ft 1 0,805 0,379 1.00 1,00 1,00 1.00 1.00 1,00 1,00 30,93 2,253.92 2800,00 5,99 108.12 285,00 +D+Lr+H 1.00 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 18.50 ft 1 0.353 0,165 1.00 1.00 1.00 1.00 1,00 1,00 1,00 13.57 989.06 2800,00 2.61 47.08 285,00 +D+S+H 1,00 1.00 1,00 1,00 1.00 1,00 0,00 0.00 0.00 0,00 Length = 18.50 ft 1 0.337 0,159 1.00 1.00 1.00 1,00 1,00 1.00 1,00 12.96 944.42 2800.00 2.51 45.20 285,00 +D+O.750Lr+{).750L+H 1,00 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Titie: Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 24 MAR 2014,11:41AM Wood Beam Lie. #: KW-06000067 File = C:\D0CUME-HERICFO-1^MYIXlCU~1\ENERCA-1\taykir,ec6 b ENERCALCINC mJ014,Build:6.14,l.23".Ver:6.14.ia3 I Licensee : FOTIADI ENGINEERING Description; 2DB 7 edge fl, bm Load Combination Max Sttess Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd C FA/ Cj Cr Cm c t CL M ft) Fb V fv Fv Length = 18,50 ft 1 0.700 0,329 1.00 1.00 1.00 1.00 1.00 1,00 1.00 26.89 1,960.02 2800,00 5.20 93.79 285.00 +D+O,750L+O.750S+H 1.00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0,00 Length = 18.50 ft 1 0.688 0,324 1,00 1.00 1,00 1.00 1,00 100 1.00 26.43 1,926,54 2800.00 5.12 92.39 285,00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Lengtti = 18,50 ft 1 0.337 0,159 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.96 944.42 2800.00 2.51 45.20 285,00 +O+070E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 18.50 ft 1 0.337 0,159 1.00 1.00 1,00 1.00 1,00 1.00 1.00 12.96 944.42 2800.00 2.51 45,20 285.00 +O+0.750Lr+0,750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18,50 ft 1 0.700 0,329 1,00 1.00 1.00 1.00 1.00 1,00 1.00 26,89 1,960.02 2800.00 5.20 93.79 285.00 +O+0.750L+0.750S+0,750W+H 1.00 1.00 1.00 1,00 1,00 1.00 0,00 0.00 0.00 0,00 Length = 18.50 ft 1 0.688 0.324 1.00 1.00 1.00 1.00 1,00 1.00 1.00 26.43 1,926,54 2800,00 5.12 92.39 285,00 +D+O.750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 18.50 ft 1 0.700 0,329 1.00 1.00 1.00 1,00 1.00 1.00 1.00 26,89 1,960.02 2800.00 5.20 93.79 285.00 +D+0.750L+O.750S+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 LengUi = 18.50 ft 1 0.688 0,324 1,00 1.00 1.00 1.00 1.00 1.00 1.00 26.43 1,926,54 2800.00 5.12 92.39 285.00 +O.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.50 ft 1 0,202 0.095 1.00 1.00 1.00 1.00 1,00 1,00 1.00 778 566.65 2800.00 1.50 27.12 285.00 +O.60D+O.70E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 18.50 ft 1 0.202 0.095 1.00 1.00 1.00 1.00 1,00 1.00 1.00 7.78 566,65 2800.00 1.50 27.12 285.00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max. "-"Defl Locatton in Span Load Combinatton Max."+" Defl Location in Span D+L+Lr Vertical Reactions • Load Combination 1 Unfactored Support 1 0.9998 Support 2 9.318 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overail MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 6.759 -.-2,778. ^3,885 U 0.096 • 3.981 2,874 6,663 6759 6.773 2783 3.885-' 0.104 3.989 2,888 6,668 6,773 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; ^j^j ^ Title Block Line 6 Wood Beam Lie. # : KW-06000067 Printed: 25 MAR 2014, 3:38PM File = C:\DOCUME-1\ERICFO-l\MYDOCU-1\ENERCA-1\taylor,ec6 1| ENERCAL{;,-tNC1983-2014,'Bul!d:6;U,"l.23.Ven6.14,1.23 I Licensee : FOTIADI ENGINEERING Description: 2DB 9 garage/closet header CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2009 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling D(7.24) Lr(9.73) ; Boise Cascade : Versa Lam 2800 2.800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi £: Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0 ksi Density 32.210pcf 3.5x16 Span = 5.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0,060, L = 0,10, Tributary Width = 1.0 ft Point Load; D = 7.240, Lr = 9.730 k @ 2.0 ft DESIGNSUMMARY. Maximum Bending Stress Ratio = Seclion used for this span AD : Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.032 in Max Upward Tolal Deflection 0.000 in Service loads entered. Load Factors will be applied for calculations. Design OK 0.589t 1 Maximum Shear Stress Ratio 3.5x16 Section used for this span 1,649.92 psi fv: Actual 2,800.00psi Fv: Allowable +D+Lr+H Load Combination 2,007ft Location of maximum on span Span # 1 Span # where maximum occurs Ratio: Ratio: Ratio: Ratio: 3320 O<360 1904 0 <180 0.965 :1 3.5x16 275.00 psi 285.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces ^Stresses for i-oad Combinatiphs Load Combination Segment Length Span# Max Stress Ratios Cd CpA/ C| Cr Cm Cf Moment Values Shear Values Load Combination Segment Length Span# M V Cd CpA/ C| Cr Cm Cf CL M ft) F'b V fv F'v DOnly 0.00 0,00 0,00 0,00 Length = 5,0 ft 1 0,255 0,416 1,00 1,00 1.00 1,00 1.00 1.00 1,00 8.88 713.95 2800.00 4,43 118,63 285,00 +D+L+H 1,00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Length = 5,0 ft 1 0.264 0,427 1,00 1.00 1,00 1,00 1.00 1.00 1,00 9.19 738.09 2800.00 4,55 121,75 285,00 +D+Lr+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 5,0 ft 1 0,589 0,965 1,00 1.00 1,00 1,00 1.00 1.00 1,00 20.53 1,649.92 2800,00 10,27 275.00 285.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1,00 0,00 0,00 0.00 0.00 Length = 5.0 ft 1 0,255 0.416 1,00 1.00 1,00 1.00 1.00 1.00 1,00 8.88 713.95 2800,00 4.43 118.63 285.00 +O+0,750Lr+0,750L+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Length = 5,0 ft 1 0,512 0,836 1,00 1.00 1.00 1.00 1.00 1.00 1,00 17.85 1,434,03 2800.00 8,89 238,25 285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr; Project ID: Title Block Line 6 Wood Beam Lie. #: KW-06000067 Printed: 25 MAR 2014, 3:38PM File = C:\[y)CtJME-1f RICFO-l\hjY0a;Ut1«NERCA^ "b ENERCALC INC 1983-2014. Build 6141 23, Ver 6141 23 Licensee : FOTIADI ENGINEERING Description: 2DB 9 garage/closet header Load Combinatton Segment Lengtti • Span # Max Stt'ess Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti • Span # M V Cd CpA/ Ci Cr Cm Ct CL M fb Fb V fv F'v +O+0.750L+0.750S+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0,261 0.424 1.00 1.00 1.00 1.00 1,00 1.00 1.00 9.11 732.05 2800.00 4.52 120.97 285,00 +D+W+H 1,00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 5.0 ft 1 0,255 0.416 1.00 1.00 1.00 1.00 1,00 1.00 1.00 8.88 713.95 2800.00 4.43 118.63 285,00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 5.0 ft 1 0.255 0.416 1.00 1.00 1.00 1.00 1.00 1,00 1.00 8.88 713,95 2800.00 4.43 118.63 285.00 +O+O.750Lr+0.750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Lengtti = 5.0 ft 1 0,512 0,836 1.00 1.00 1.00 1.00 1.00 1.00 1.00 17.85 1,434.03 2800.00 8.89 238,25 285,00 +D+O.750L+O.750S+O.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 5.0 ft 1 0.261 0,424 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.11 732.05 2800.00 4.52 120.97 285,00 +D+O.750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 5.0 ft 1 0,512 0.836 1.00 1.00 1.00 1.00 1.00 1.00 1.00 17.85 1,434,03 2800.00 8,89 238.25 285,00 +D+O.750L+O.750S+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 5.0 ft 1 0.261 0,424 1,00 1.00 1.00 1.00 1.00 1,00 1,00 9,11 732,05 2800.00 4.52 120.97 • 285,00 +O.60D+W+H 1.00 1.00 1,00 1.00 1.00 1,00 0,00 0.00 io.oo 0.00 Length = 5.0 ft 1 0.153 0,250 1.00 1.00 1,00 1.00 1.00 1.00 1.00 5,33 428.37 2800.00 2.66 71,18 285,00 +0.60D+0,70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Lenglh = 5,0 ft 1 0.153 0,250 1.00 1.00 1.00 1.00 1.00 1.00 1,00 5.33 428,37 2800,00 2.66 71.18 285,00 Overall Maximum Deflections Unfactored Loads Load Combinaiion Span Max. "-•Defl Locatton in Span Load Combinaiion Max."+" Defl -ocation in Span D+L+Lr Vertical Reactions • 0.0315 Unfactored 2.372 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Load Combinatton Support 1 Support 2 Overall MAXimum 10.613 7.219 DOnly 4.525 3.077 LOnly 0.250 0.250 Lr Only 5.838 3.892 L+Lr 6.088 4.142 D+Lr 10.363 6,969 D+L 4.775 3,327 D+L+Lr 10.613 7.219 I i?^^'^ • - ^ toJ^ fty X2 i-^"^^ „o1 j vPp|^<. 1^<|^.^ ^/o-z^^ divt^F^^ ^Xl3[Cl v^o"*!/! 0\ Z ACT 05£^_ <^)<8 \ /I-Yl bO/O/ ^ |o^^/i 1/ y\-^ 1 4, .03 '^y ty ^ ] (If /^ l^^^l 0—-ml o-ii 046 1^ rv^ 1 1 W 1 m'^ 1^ |0 ,7:77 ^ - - |W5 lo5 . . ^ . ^ /..^' ^ ^17 /( V I/O I^SOO Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer: Project Descr; Projecl ID; Titie Block Line 6 Wood Beam Lie. #: KW-06000067 Printed: 27 MAR 2014, 1:34PM Rle = C:\DOCUME-1)ERICFQ-1\MYDOCU-1\ENERCA-1\taylor.ec6" "b >. '<,V ENERCALC ItJC. 1983^2014,'Bulkl:6.14.1,23.Ver:6.14.1.23 I Licensee: FOTIADI ENGINEERING Description: 2 FB 1 CODE REFERENCES - , - Calculations per NDS 2012, IBC 2012. CBC 2013. ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination JBC 2009 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Wood Species : Boise Cascade Wood Grade : Versa Lam 2800 2800 psi 2800 psl 3000 psi 750 psi 285 psi 2100 psi £: Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-xx 2000 ksi Density 32.21 pcf D(2.75) L(2.03) 0(0.225) L(0.6) D(1)L(2) 0(0.13) L(0.34) 0(3.42) L(4.88) X 10.5x11.875 VersaLam Span = 12.0 ft 10.5x11.875 VersaLam Span = 5.250 ft Applied Loads _ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.2250. L = 0.60. Tributary Width = 1.0 ft Point Load; D = 1,0, L = 2.0 k @, 10.250 ft Point Load: D = 2.750, L = 2,030 k &> 4,0 ft Load for Span Number 2 Uniform Load: D = 0,130, L = 0.340, Tributary Width = 1.0 ft PointLoad; D = 3.420, L = 4,880k5.250ft D£S/6iVSt/MMARy Service loads entered. Load Factors will be applied for calculalions. 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 Max Downward Tolal Deflection Max Upward Tolal Deflection 0.876 1 10.5x11.875 VersaLam 2,452.57psi 2,800.p0psi +D+L+H 12,000ft Span # 1 Maximum Shear Stress Ratio Secflon used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.320 in Ratio = -0.034 in Ratio = 0.541 in Ratio: -0.059 in Ratio = 0.535 :1 10.5x11.875 VersaLam 152.49 psi 285.00 psi +D+L+H 11.061ft Span # 1 394 4255 232 2445 MaximumForces & Stresses for Load Combinations Load Combinatton Max Sttess Rattos V Cd Segment Lengtti Span # M • PA/ ' I Moment Values 'm t ft) Fb Shear Values V fv F'v DOnly Length =12,0 ft 1 Length = 5,250 ft 2 +0+L+H 0,350 0,350 0,200 0,200 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 1.00 20.13 20.13 0.00 978.90 2800.00 978.90 2800.00 0.00 0.00 0.00 0.00 4.73 56.88 285.00 4.10 56.88 285.00 0.00 0.00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID; Title Block Line 6 Printed: 27 MAR 2014, 1:34PM Wood Beam ; KW-06000067 Description: 2 FB 1 Load Combinatton Max Sttess Ratios File = C \DOCUME-1\ERlCFO-l\MYDOCU-1\ENERCA-1\laylor.ec6 b ENERCALC^INC 1983-2014,Build.6.14.1.23.Verf6.141.23 I Licensee: FOTIADI ENGiNEERING Moment Values Shear Values Segment Lengtti Span# M V Cd C PA/ Ci Cr C m Ct CL M ft) Fb V tv Fv Lengtti = 12.0 ft 1 0,876 0.535 1.00 1.00 1.00 1.00 1,00 1.00 1.00 50.44 2.452.57 2800,00 12.68 152.49 285.00 Lengtti = 5.250 ft 2 0,876 0.535 1.00 1.00 1.00 1,00 1,00 1.00 1.00 50,44 2,452.57 2800,00 10.43 152,49 285.00 +D+Lr+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 12.0 ft 1 0.350^ 0.200 1.00 1.00 1.00 1,00 1.00 1.00 1.00 20,13 978.90 2800.00 4.73 56,88 285.00 LengUi = 5.250 ft 2 0.350 0.200 1.00 1.00 1.00 1.00 1.00 1.00 1,00 20,13 978.90 2800.00 4.10 56,88 285.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 12.0 ft 1 0,350 0.200 1.00 1.00 1.00 1,00 1.00 1.00 1.00 20.13 978.90 2800.00 4,73 56,88 285.00 Lengtti = 5.250 ft 2 0.350 0.200 1.00 1,00 1.00 1,00 1.00 1.00 1.00 20.13 978.90 2800.00 4,10 56,88 285.00 +O+O.750Lr+0.750L+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0.00 Length = 12.0 ft 1 0,744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1.00 42.86 2,084.15 2800,00 10.69 128,59 285.00 Lenglh = 5.250 ft 2 0,744 0.451 1.00 1.00 1.00 1,00 1.00 1.00 1.00 42.86 2,084.15 2800.00 8,85 128.59 285.00 +D+O.750L+O.750S+H 1.00 1.00 1,00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 12.0 ft 1 0.744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1.00 42.86 2,084.15 2800,00 10.69 128.59 285.00 Length = 5.250 ft 2 0,744 0.451 1.00 1,00 1.00 1.00 1.00 1.00 1.00 42,86 2,084.15 2800,00 8.85 128.59 285.00 +D+W+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 • 0.00 Length = 12.0 ft 1 0,350 0.200 1.00 1,00 1.00 1.00 1.00 1.00 1.00 20,13 978.90 2800,00 4.73 56.88 285.00 Length = 5.250 ft 2 0,350 0.200 1.00 1,00 1.00 1.00 1.00 1,00 1.00 20.13 978.90 2800,00 4.10 56.88 285.00 +D+0.70E+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 12,0 ft 1 0,350 0.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20,13 978.90 2800.00 4.73 56.88 285.00 Length = 5,250 ft 2 0.350 0.200 1,00 1.00 1.00 1.00 1.00 1.00 1.00 20,13 978.90 2800.00 4.10 56.88 285.00 +O+O,750Lr+O.750L+0.750W+H 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 12.0 ft 1 0.744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1,00 42.86 2,084.15 2800.00 10,69 128.59 285.00 Lengtti = 5.250 ft 2 0,744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1,00 42.86 2,084.15 2800.00 8,85 128.59 285.00 +O+O.750L+O.750S+0.750W+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 12.0 ft 1 0,744 0,451 1.00 1.00 1.00 1.00 1.00 1,00 1.00 42.86 2,084.15 2800.00 10,69 128.59 285.00 Length = 5.250 ft 2 0,744 0.451 1.00 1,00 1.00 1.00 1.00 1.00 1.00 42.86 2,084.15 2800.00 8,85 128.59 285.00 +D+O,750Lr+O,750L+O,5250E+H 1.00 1.00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0,744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1.00 42.86 2,084,15 2800.00 10.69 128.59 285.00 Lenglh = 5,250 ft 2 0,744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1,00 42.86 2,084,15 2800,00 8,85 128.59 285.00 +O+O,750L+0.750S+0,5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0.00 Length = 12,0 ft 1 0,744 0.451 1.00 1.00 1.00 1.00 1.00 1.00 1.00 42.86 2,084,15 2800,00 10,69 128.59 285.00 Length = 5.250 ft 2 0,744 0.451 1.00 1.00 1.00 1.00 1,00 1.00 1.00 42.86 2,084.15 2800,00 8,85 128.59 285.00 +0,60D+W+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 12,0 ft 1 0.210 0.120 1.00 1.00 1.00 1,00 1,00 1.00 1.00 12.08 587.34 2800.00 2.84 34.13 285.00 Length = 5.250 ft 2 0.210 0.120 1,00 1.00 1.00 1,00 1,00 1.00 1,00 12.08 587.34 2800,00 2.46 34.13 285.00 +O.60D+O.70E+H 1.00 1.00 1,00 1,00 1.00 1,00 0,00 0.00 0.00 0.00 Length = 12.0 ft 1 0.210 0.120 1,00 1.00 1,00 1,00 1.00 1.00 1,00 12.08 587.34 2800,00 2.84 34.13 285.00 Lengtti = 5.250 ft 2 0.210 0.120 1,00 1.00 1.00 1.00 1.00 1.00 1,00 12.08 587,34 2800,00 2.46 34.13 285.00 Overall Maximum Deflections • Unfactored Loads Load Combinatton Span Max. •-" Defl Location in Span Load Combination Max,"+" Defl Locatton in Span D+L 1 0.0138 2,682 D+L -0.0589 9.385 D+L 2 0.5406 5,250 0,0000 9.385 Vertical Reactions - Unfactored Support notatton: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.538 24.390 DOnly 1.819 9.215 LOnly 2.720 15.175 D+L 4.538 24,390 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr: Project ID: Title Block Line 6 Printed: 24 MAR 2014, S'OOPM • ,File=CADOCUME-1\ERICFO-l\MYDOCU;1pERCA-t\taylor.ec6 ~b ,,' , •.'••V:|4SNERCALC.INC.'19W.20l4.'Mld:'^ I Wood Beam Description: 2 FB 2 Licensee : FOTIADI ENGINEERING CODE REFERENCES Calculations per NDS 2012. IBC 2012. CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Load Combination Wood Species Wood Grade Beam Bracing Allowable Stress Design JBC 2009 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling Douglas Fir - Larch : Select structural 1500 psi 1500 psi 1700 psi 625 psi 180 psi 1000 psi 0(0,72) Lr(1.2) £; Modulus of Elasticity Ebend-xx 1900 ksi Eminbend-xx 690 ksi Density 32.21 pcf D(0,064)L(0.17) T • t • • 1. HE?siR^@PiiPr@% *' 4x12 Span = 14.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0,0640, L = 0,170, Tributan/Width Point Load: D = 0.720, Lr = 1.20 k (® 9.50 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 DeflecUon Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection :1.0 ft 0.991; 1 4x12 1,635.34psi 1,650.00psi +D+0.750Lr+0.750L+H 9.473ft Span # 1 0.362 in 0.000 in 0.542 in 0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio: Ratio: Ratio: Ratio = 480 O<360 320 0 <180 Design OK 0.494 :1 4x12 88.89 psi 180.00 psi +D+O.750Lr+O.750L+H 13.600 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C| Cr Cm Cl CL M ft) F'b V fv F'v DOnly 0.00 0.00 0,00 0,00 Lengtti = 14,50 ft 1 0.402 0,198 1.00 1.10 1,00 1.00 1.00 1,00 1,00 4.09 664.05 1650,00 0.93 35.58 180,00 +0+L+H 1.10 1,00 1,00 1.00 1,00 1.00 0.00 0.00 0,00 0,00 Lengtti = 14,50 ft 1 0.818 0,426 1.00 1.10 1.00 1,00 1,00 1,00 1,00 8,31 1,350.41 1650,00 2.01 7671 180,00 +D+Lr+f1 1.10 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0,00 Length = 14,50 ft 1 0789 0.364 1.00 1.10 1,00 1.00 1,00 1,00 1,00 8,01 1,301.15 1650.00 172 65,53 180,00 +D+S+H 1.10 1,00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 LengUi = 14,50 ft 1 0.402 0,198 1.00 1.10 1,00 1.00 1.00 1.00 1,00 4,09 664.05 1650,00 0.93 35,58 180,00 +D+O.750Lr+{).750L+H 1,10 1,00 1.00 1,00 1,00 1.00 0,00 0.00 0.00 0,00 Length = 14,50 ft 1 0.991 0,494 1.00 1,10 1,00 1.00 1.00 1.00 1.00 10,06 1,635.34 1650.00 2.33 88.89 180,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 24 MAR 2014, 5:00PM File = C:\DOCUME-1\ERICFO-1\lli!XOOCU-l\ENERCA-1\taylor.ec6 1| Ei!iERCM,C ifc 1983-2014. Build,6.14.123, Ver.6.14123 I Licensee : FOTIADI ENGINEERING Wood Beam Lie. #: KW-06000067 DescripUon; 2 FB 2 Load Combinatton Max Sttess Ratios Moment Values Shear Values Segment LengUi Span# M V Cd C FN Ci Cr Cm Ct CL M ft) Fb V fv F'v +D+0.750L+0,750S+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 14.50 ft 1 0711 0.369 1.00 1.10 1.00 1.00 1.00 1.00 1,00 7.22 1.173,24 1650.00 1.74 66.43 180.00 +0+W+H 1.10 1,00 1.00 1,00 1,00 1,00 0,00 0,00 0.00 0,00 Length = 14.50 ft 1 0.402 0.198 1,00 1,10 1.00 1,00 1.00 1.00 1,00 4.09 664,05 1650.00 0.93 35.58 180,00 +D+0.70E+H 1.10 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Lengtti = 14.50 ft 1 0.402 0.198 1.00 1.10 1.00 1.00 1,00 1.00 1.00 4.09 664.05 1650.00 0.93 35.58 180,00 +D+O750Lr+O750L+O.750W+H 1.10 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.991 0.494 1.00 1.10 1.00 1.00 1.00 1.00 1,00 10.06 1.635.34 1650.00 2.33 88.89 180,00 +O+O.750L+O750S+0.750W+H 1.10 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0,00 0,00 Length = 14.50 ft 1 0711 0,369 1.00 1.10 1,00 1,00 1,00 1.00 1,00 7.22 1.173.24 1650,00 1.74 66,43 180,00 +O+O.750Lr+0.750L+O.5250E+H 1.10 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 14.50 ft 1 0.991 0,494 1,00 1.10 1.00 1.00 1.00 1.00 1,00 10,06 1.635.34 1650,00 2.33 88,89 180,00 +D+O.750L+O.750S+O.5250E+H 1.10 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 14.50 ft 1 0711 0,369 1.00 1.10 1.00 1.00 1.00 1.00 1,00 7.22 1.173.24 1650.00 1.74 66.43 • 180.00 +0.60D+W+H 1.10 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Lengtti = 14.50 ft 1 0.241 0.119 1.00 1,10 1.00 1.00 1.00 1.00 1,00 2,45 398.43 1650.00 0,56 21.35 180.00 +O.60D+O.70E+H 1.10 1.00 1,00 1.00 1.00 1.00 0,00 0,00 0,00 0.00 LengUi = 14.50 ft 1 0.241 0.119 1.00 1.10 1.00 1.00 1.00 1.00 1,00 2.45 398.43 1650,00 0,56 21.35 180.00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Locatton in Span D+L+Lr Vertical Reactions • 1 0.5424 Unfactored: 7.568 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combinatton Support 1 Support 2 Overall MAXimum 2.422 3.018 DOnly 0.776 1.000 LOnly 1.233 1.233 LrOnly 0.414 0.786 L+Lr 1.646 2.019 D+Lr 1.190 1786 D+L 2.009 2.232 D+L+Lr 2.422 3.018 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego. CA 92103 Project Title; Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 26 MAR 2014,10:31AM Wood Beam Lie. #: KW-06000067 Description: 2 FB3 CODE REFERENCES ~ Calculations per NDS 2012. IBC 2012, CBC 2013. ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Re = C ClOCUME-1 WFO-1\MYDOClM\ENERCA-1\taylor ec6 b ENERCALC INC?1983-2014. Biiild:6.14.1.23. Ver.614123 I Licensee: FOTIADI ENGINEERING Analysis Method; Allowable Stress Design Load Combination JBC 2009 Fb - Tensioii 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 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E: Modulus of Elasticity Ebend- xx Eminbend-xx Density D(0.211L(0.27) 1600 ksi 580 ksi 32.21 pcf A 4x12 Span = 9.760 ft Applied Loads Beam selfweight calculated and added to loads Uniform Load: D = 0210, L = 0.270. Tributary Width = 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 DeflecUon Max Downward Tolal Deflection Max Upward Tolal Deflection Service loads entered. Load Faclors will be applied for calculations. 1.0 ft 0.954 1 4x12 944.1 Opsi 990.00psi +D+L+H 4.875ft Span # 1 0.083 in 0.000 in 0.150 in 0.000 in Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 1407 Ratio = 0 <360 RaUo = 777 Ratio = 0 <180 Design OK 0.409 :1 4x12 73.55 psi 180.00 psi +D+L+H 8.825 ft Span # 1 Maximum Forces & Stresses for Load Cornbinations Load Combination Segment Length Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0.00 0,00 0.00 0.00 Length = 9.750 ft 1 0.427 0.183 1.00 1,10 1.00 1.00 1.00 1.00 1.00 2.60 422.61 990.00 0,86 32,92 180.00 +D+L+H 1,10 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 9.750 ft 1 0.954 0,409 1,00 1.10 1.00 1,00 1.00 1.00 1.00 5.81 944.10 990.00 1,93 73.55 180.00 +0+Lr+H 1,10 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 9.750 ft 1 0.427 0,183 1,00 1,10 1.00 1,00 1.00 1.00 1.00 2.60 422.61 990,00 0.86 32,92 180.00 +D+S+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 9.750 ft 1 0,427 0,183 1,00 1.10 1.00 1.00 1.00 1.00 1.00 2.60 422.61 990,00 0.86 32,92 180,00 +D+O.750Lr+O750L+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Length = 9.750 ft 1 0,822 0,352 1,00 1,10 1.00 1.00 1.00 1.00 1.00 5.01 813.73 990,00 1.66 63.39 180,00 +D+O750L+OJ50S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title; Engineer: Project Descr; Project ID; Title Blxk Line 6 Wood Beam. Lie. #: KW-06000067 Description: 2 FB3 Printed: 26 MAR 2014,10:31AI.1 - File=C:\DOCUME-1\ERICFO-1\MYIX)CU-l\ENERCA-1\taylor,ec6 "b " '^.'ENIERCALCINC 1963-2014. Build:6J4.1.23.Ver.6.14.1.23 | Licensee : FOTIADI ENGINEERING Load Combinatton Segment LengUi "Span# Max Sttess Rattos Cd CpA/ Ci Cr Cm Ct Momeni Values Shear Values Load Combinatton Segment LengUi "Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v LengUi = 9.750 ft 1 0.822 0.352 1.00 1.10 1,00 1.00 1.00 1.00 1,00 5.01 813.73 990.00 1.66 63.39 180.00 +0+W+H 1,10 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 9.750 ft 1 0,427 0.183 1.00 1.10 1.00 1,00 1,00 1.00 1.00 2.60 422,61 990.00 0.86 32,92 180.00 +O+O.70E+t1 if 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Lengtti = 9.750 ft 1 0.427 0.183 1.00 1.10 1.00 1,00 1.00 1,00 1.00 2.60 422.61 990,00 0,86 32,92 180,00 +O+0.750Lr+0.750L+0.750W+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 9.750 ft 1 0.822 0,352 1.00 1.10 1.00 1.00 1.00 1.00 1.00 5.01 813.73 990.00 1.66 63,39 180.00 +D+0.750L+0,750S+0,750W+H 1,10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 9,750 ft 1 0.822 0.352 1.00 1,10 1.00 1.00 1.00 1.00 1.00 5.01 813.73 990,00 1.66 63.39 180.00 +O+0.750Lr+O,750L+O.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Lengtti = 9,750 ft 1 0,822 0.352 1,00 1.10 1.00 1,00 1.00 1.00 1,00 5.01 813.73 990.00 1,66 63.39 180.00 +O+0.750L+0,750S+0.5250E+H 1.10 1.00 1,00 1,00 1,00 1.00 0,00 0.00 0.00 0.00 Lengtti = 9,750 ft 1 0,822 0.352 1.00 1.10 1.00 1.00 1.00 1.00 1.00 5.01 81373 990.00 1.66 63,39 180.00 +O,60D+W+H 1.10 1,00 1,00 1,00 1,00 1.00 0.00 0.00 0,00 0.00 Lengtti = 9.750 ft 1 0.256 0.110 1.00 1.10 1,00 1.00 1.00 1.00 1.00 1.56 253,57 990.00 0.52 19.75 180,00 +O,60D+O,70E+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0,00 Length = 9.750 ft 1 0.256 0,110 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1,56 253,57 990.00 0,52 19.75 180,00 Overall Maximum Deflections' Load Combination Unfactored Loads Span Max, "-"Defl Locatton in Span Load Combination Max,"+" Defl Locatton in Span D+L Vertical Reactions ^ Load Combinatton 1 Unfactored Support 1 0,1505 Support 2 4.911 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 2.383 1,067 1.316 2,383 2,383 1,067 1.316 2,383 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: ProjectID: "vfV^ TiUe Block Line 6 Printed: 26 MAR 2014, 2:24PM Wood Beam File = C:\D0CUME-1\ERICF0-l\MY00CU-1\ENERCA~1\tay|pr.ec6 b - „' .'ENERCALC'INC 1983-2014, Bulid:6)l4.% Veng.Al.23 | 1 Lie. #: KW-06000067 Licensee : FOTIADI ENGINEERING ^^^H Description: 2 FB5 CODE REFERENCES • Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Fb-Tension 2.800.0 psi Fb-Compr 2.800.0 psl Fc-Prll 3.000.0 psi Fc-Perp 750.0 psi Fv 285.0 psi Ft 2.100.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Analysis Method'; Allowable Stress Design Load Combination JBC 2009 Wood Species : Boise Cascade Wood Grade : Versa Lam 2800 £; Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0 ksi 0(0.9) L(2) Density D(2.05) L(2.85) 32.21 Opcf D(0.144) L(0.06) 3.5x11.875 Span = 14.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.1440, L = 0.060, Tributary Width = PointLoad: D = 0.90, L = 2.0k(5)2.0ft Point Load; D = 2.050, L = 2.850 k @ 11,750 ft DESIGNSUMMARY Maximum Bending Stress Ratio = SecUon used for this span ft): 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 Max Downward Total Deflection Max Upward Tolal Deflection 1,0 ft Service loads entered. Load Factors will be applied for calculaUons, 0.828 1 Maximum Shear Stress Ratio 3.5x11.875 SecUon used for this span 2,317.56 psi fv: Actual 2,800.00psi Fv: Allowable +D+L+H Load Combination 9.737ft Location of maximum on span Span # 1 Span # where maximum occurs 0.327 in Ratio = 531 0.000 in Ratio = 0 <360 0.651 in Ratio = 267 0.000 in Ratio = 0 <180 Design OK 0.723 :1 3.5x11.875 206.13 psi 285.00 psi +D+L+H 13.547 ft Span # 1 Maximum Forces & Stresses for Load Cdmbihafioris Load Combinatton Max Sttess Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0,00 0,00 0,00 0,00 Length = 14,50 ft 1 0.415 0.348 1,00 1,00 1.00 1,00 1.00 1,00 1,00 7.98 1,162,58 2800,00 2,75 99,23 285,00 +D+L+H 1,00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0.00 Length = 14.50 ft 1 -0.828 0.723 1,00 1.00 1.00 1,00 1.00 1.00 1.00 15,90 2,317.56 2800,00 5,71 206,13 285,00 +D+Lr+H 1.00 1.00 1,00 1.00 1,00 1.00 0,00 0,00 0,00 0,00 Length = 14.50 ft 1 0.415 0.348 1,00 1,00 1.00 1,00 1.00 1,00 1,00 7,98 1,162,58 2800,00 275 99.23 285.00 +D+S+H 1.00 1.00 1,00 1,00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 14.50 ft 1 0.415 0.348 1,00 1,00 1.00 1,00 1,00 1,00 1.00 7,98 1,162,58 2800,00 2,75 99.23 285,00 +D+O.750Lr+O.750L+H 1,00 1.00 1.00 1,00 1,00 1,00 0,00 0,00 0,00 0,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer: Project Descr; Project ID: TiUe Block Une 6 Printed: 26 MAR 2014, 2:24PM , i, Fite=C;\t)OCUIi<E~l\ERICFO-1\MYIXX;U-'1\ENEFiCA-1\taylor,ec6 b ENERCALC \m. 1983-2d1'4; BuHd:6.l4;i,-23, Ver:6.141.23 I Licensee : FOTIADI ENGINEERING Wood Beam Lie. #: KW-06000067 Description: 2 FB5 Load Combination sill Max Sttess Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Ct CL M •• ft) Fb V fv Fv Length = 14,50 ft 1 0,724 0.629 1,00 1,00 1.00 1.00 1.00 1,00 1.00 13,91 2,027.53 2800.00 4.97 179.41 285,00 +D+O,750L+O.750S+H 1,00 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 14,50 ft 1 0724 0.629 1.00 1.00 1.00 1,00 1.00 1.00 1.00 13,91 2,027.53 2800.00 4.97 179.41 285,00 +D+W+H 1.00 1.00 1,00 1,00 1.00 1.00 0.00 0.00-0,00 0,00 Length = 14,50 ft 1 0,415 0,348 1.00 1.00 1.00 1.00 1,00 1.00 1.00 7,98 1,162.58 2800.00 2.75 99.23 285.00 +D+O.70E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 14.50 ft 1 0,415 0,348 1.00 1.00 1.00 1.00 1,00 1.00 1,00 7.98 1,162.58 2800.00 2.75 99,23 285,00 +0+0.750Lr+0.750L+0,750W+H 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0,00 0,00 LengUi = 14.50 ft 1 0.724 0.629 1.00 1,00 1.00 1.00 1,00 1.00 1,00 13.91 2,027.53 2800.00 4.97 179,41 285.00 +D+O.750L+O.750S+O,750W+H 1.00 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0,00 0,00 Lenglh = 14,50 ft 1 0,724 0.629 1.00 1.00 1.00 1,00 1.00 1.00 1,00 13,91 2,027.53 2800.00 4,97 179.41 285,00 +O+0,750Lr+0,750L+O.5250E+H 1.00 1,00 1,00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Lengtti = 14,50 ft 1 0.724 0.629 1.00 1.00 1,00 1.00 1.00 1.00 1.00 13,91 2,027.53 2800.00 4.97 179.41 285,00 +O+O,750L+O750S+0.5250E+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 . 0,00 Lengtti = 14,50 ft 1 0.724 0.629 1,00 1.00 1.00 1.00 1.00 1.00 1.00 13.91 2,027.53 2800.00 4.97 179.41 285,00 +0.60D+W+H 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0,00 0,00 Lengtti = 14,50 ft 1 0.249 0,209 1.00 1.00 1.00 1.00 1,00 1,00 1.00 4.79 697.55 2800.00 1.65 59,54 285,00 +O.60D+O.70E+H 1,00 1.00 1.00 1,00 1,00 1,00 0.00 0,00 0,00 0,00 Lengtti = 14,50 ft 1 0,249 0.209 1.00 1.00 1.00 1.00 1,00 1,00 1,00 4,79 697.55 2800.00 1,65 59,54 285,00 Overall Maximum Deflections r Load Combinatton Unfactored Loads Span Max. "-"Defl Location in Span Load Combinatton Max."+" Defl Locatton in Span D+L Vertical Reactions • Load Combination 1 Unfactored Support 1 0.6506 Support 2 7.515 Support notatton: Far left is #1 0.0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly D+L 4,976 2,276 2,700 4,976 5,917 2,897 3.020 5.917 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Titie Block Line 6 Printed: 26 MAR 2014, 2:26PM Wood Beam Lie. #: KW-06000067 Description; 2 FB 6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File = C 'DOCUME-1\ERICFO-1>IYDOCU-1\ENERCA-1\taylor,ec6 ' b 'ENERCALC INC: 198^2014, Build:6.14.1.23, Ver:6.14,1.23 I Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade Beam Bracing Fb-Tension 2,800.0 psi Fb-Compr 2,800.0 psl Fc-Pril 3,000.0 psl • Boise Cascade Fc-Perp 750.0psi : Versa Lam 2800 Fv 285.0 psi Ft 2,100.0 psl Beam is Fully Braced against lateral-torsion buckling £; Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2,000.0 ksi Density 32.21 Opcf D(0,9J L(2) D(2.05) D(0,108) L(0,06) L(2.85) 3.5x11.875 Span = 14.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.1080, L = 0.060, Tributary Width = 1.0 ft PointLoad; D = 0.90, L = 2.0k(S,2.0ft PointLoad; D = 2.050, L = 2.850k@. 11.750ft DESIGNSUMMARY, Maximum Bending Stress Ratio = SecUon 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 Max Downward Tolal Deflection Max Upward Total Deflection 0.785 1 3.5x11.875 2,199.08psi 2.800.00 psi +D+L+H 10.214ft Span # 1 Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio SecUon used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.327 in 0.000 in 0.614 in 0.000 in RaUo: RaUo = RaUo: Ratio •• 531 0 <360 283 0 <180 0.695 : 1 3.5x11.875 197.95 psi 285.00 psi +D+L+H 13,547 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) Pb V fv F'v DOnly 0.00 0,00 0.00 0,00 Length = 14.50 ft 1 0.370 0,319 1,00 1,00 1,00 1.00 1,00 1.00 1.00 7.10 1,034.89 2800.00 2.52 91,05 285,00 +D+L+H 1.00 1,00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 14.50 ft 1 0.785 0,695 1.00 1.00 1,00 1,00 1.00 1.00 1.00 15.09 2,199.08 2800.00 5.49 197.95 285.00 +0+Lr+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0,370 0,319 1.00 1,00 1.00 1,00 1.00 1.00 1.00 7.10 1,034.89 2800.00 2.52 91,05 285.00 +D+S+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Length = 14.50 ft 1 0.370 0,319 1,00 1,00 1.00 1.00 1.00 1.00 1.00 7.10 1,034.89 2800.00 2,52 91,05 285,00 +D+O.750Lr+O.750L+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: 0 TiUe Block Line 6 . Wood Beam Lie. #: KW-06000067 Printed: 26 MAR 2014, 2:26PM File = C:\DOCUME-1\ERICFO-,1\MYD0CU-1)ENERCA-1teylor,ec6 b ENERCALC INC -1983-2014, Build:e.i4,l',23, Ver:6.14,1.23 I Licensee : FOTIADI ENGINEERING Description: Load Combination 2FB6 Max Stress Rattos Momeni Values Shear Values Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Cf CL M ft) Fb V fv F'v LengUi = 14.50 ft 1 0,681 0.601 1.00 1.00 1.00 1.00 1.00 1,00 1.00 13,08 1,907.11 2800.00 4.75 171,23 285,00 +D+O.750L+O,750S+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Lengtti = 14,50 ft 1 0.681 p.601 1.00 1.00 1.00 1.00 1.00 1.00 1.00 13.08 1.907.11 2800.00 4,75 171,23 285.00 +D+W+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 14.50 ft 1 0,370 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.10 1,034.89 2800.00 2,52 91.05 285.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0,00 0.00 Lengtti = 14.50 ft 1 0,370 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 7.10 1,034.89 2800,00 2.52 91.05 285.00 +D+0.750Lr+0.750L+0,750W+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0.00 0,00 Lengtti = 14,50 ft 1 0,681 0,601 1,00 1,00 1.00 1.00 1,00 1,00 1.00 13.08 1,907.11 2800,00 4,75 171.23 285,00 +O+0.750L+0,750S+0,750W+H 1.00 1.00 1.00 1,00 1,00 1.00 0,00 0.00 0,00 0,00 Length = 14,50 ft 1 0.681 0,601 1.00 1,00 1.00 1.00 1.00 1,00 1.00 13.08 1,907.11 2800.00 4.75 171.23 285,00 +D+O.750Lr+O,750L+O,5250E+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 Length = 14,50 ft 1 0.681 0,601 1.00 1,00 1.00 1.00 1.00 1.00 1,00 13,08 1.907.11 2800.00 4.75 171,23 285,00 +D+O,750L+O.750S+O.5250E+H 1,00 1.00 1.00 1,00 1.00 1,00 0,00 0.00 0.00 . 0,00 Lengtti =14.50 ft 1 0,681 0,601 1.00 1,00 1.00 1.00 1,00 1,00 1,00 13,08 1.907.11 2800,00 4.75 171.23 285,00 +0,60D+W+H 1.00 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0,00 Lengtti = 14,50 ft 1 0,222 0,192 1,00 1.00 1.00 1.00 1.00 1.00 1,00 4,26 620.94 2800,00 1,51 54.63 285,00 +O,60D+O,70E+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0,00 Lengtti = 14.50 ft 1 0.222 0.192 1,00 1,00 1,00 1.00 1.00 1.00 1.00 4,26 620.94 2800.00 1.51 54.63 285,00 Overall Maximum Deflections • Load Combinatton Unfactored Loads Span Max."-" Defl Location in Span Load Combinatton Max."+" Defl Locatton in Span D+L Vertical Reactions • Load Combination 1 Unfactored Support 1 0.6138 Support 2 7.515 Support notatton: Far left is #1 0.0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly D+L 4715 2,015 2,700 4,715 5.656 2,636 3,020 5,656 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe; Engineer: Project Descr; Project ID: TiUe Block Line 6 Printed: 26MAR 2014,11:29AM ,' File = C:\DOCUIi/IE-1)ERlCFO-1\MYDOCU-1\ENERCA-1\taylor.ec6^ ENERCALC'INC 1983-2014. Puild:6',14.).23;Ver:6.141.23 I Wood Beam Lie. #: KW-06000067 Description: 2 FB 7 mm Licensee: FOTIADI ENGINEERING CODE REFERENCES Calculations per NDS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Fb - Tension 2800 psi Fb-Compr 2800 psi Fc-Prll 3000 psi Fc - Perp 750 psi Fv 285 psl Ft 2100 psi Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species ; Boise Cascade Wood Grade : Versa Lam 2800 £; Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-xx 2000 ksi Density 32.21 pcf 0(0.168) L(0.4) T T • f—^ • • ; T-p T T m—= • *• 1— X 3.5x11.875 Span= 11.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load; D = 0,1680, L = 0,40, Tributary Width Point Load; D = 2.560, L = 2.740 k @ 10.0 ft DESIGN SUM,MARY i Maximum Bending Stress Ratio = Section used fbr this span ft): 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 Max Downward Total Deflection Max Upward Total Deflection :1,0 ft 0.725 1 3.5x11.875 2,030.74 psi 2,800.00 psi +D+L+H 6,967ft Span # 1 Service loads entered. Load Faclors will be applied for calculaUons. Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.221 in Ratio: 0.000 in RaUo = 0.348 in Ratio = 0.000 in Ratio = 623 0 <360 396 0 <180 0.933 :1 3.5x11.875 265.91 psi 285.00 psi +D+L+H 10,535 ft Span # 1 Maximum Forces & Stresses for Load Combinatioris Load Combinatton Segment Lengtti Span# Max Stress Rattos Cd Cp/v Ci Cf Cm Cf Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd Cp/v Ci Cf Cm Cf CL M ft) Fb V W F'v DOnly 0.00 0,00 0,00 0,00 Length = 11,50 ft 1 0.269 0.389 1.00 1.00 1.00 1,00 1,00 100 1.00 5.17 752.90 2800,00 3.07 110.91 285.00 +0+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 11.50 ft 1 0.725 0,933 1.00 1.00 1.00 1,00 1,00 1.00 1.00 13,93 2,030.74 2800,00 7,37 265.91 285.00 +D+Lr+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 11.50 ft 1 0.269 0.389 1.00 1.00 1,00 1.00 1.00 1.00 1.00 5,17 752.90 2800,00 3.07 110.91 285,00 +0+S+H 1,00 100 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0,00 Length = 11.50 ft 1 0.269 0.389 1.00 1.00 1,00 1,00 1.00 1.00 1.00 5,17 752.90 2800.00 3.07 110,91 285.00 +O+0750Lr+0750L+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 11.50ft 1 0.611 0797 1.00 1.00 1,00 1,00 1.00 1.00 1.00 11,73 1,709.91 2800,00 6,30 227.16 285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer- Project Descr: Project ID; Title Block Line 6 Printed: 26 MAR 2014,11:29AM Wood Beam Lie. #: KW-06000067 Description : 2 FB 7 File = C \DOCUME-<l\ERICFO-iWDOCU~1\ENERCA>-1\taylor.ec6 b ENERCALCSC1983-2014, Build:6.14.1.23. VetiRlil 23 I Licensee : FOTIADI ENGINEERING Load Combinatton Segment Length Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Length Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) F'b V fv Fv +D+O,750L+O,750S+H 1.00 1.00 1.00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Length = 11,50 ft 1 0.611 0.797 1.00 1.00 1.00 1,00 1.00 1.00 1,00 11,73 1.709,91 2800,00 6,30 227.16 285.00 +0+W+H 1.00 1.00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 11,50 ft 1 0,269 0.389 1.00 1.00 1.00 1.00 1,00 1.00 1,00 5,17 752.90 2800,00" 3,07 110.91 285.00 +D+O,70E+fl 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 11,50 ft 1 0,269 0.389 1.00 1.00 1.00 1.00 1.00 1,00 1.00 5.17 752,90 2800,00 3.07 110.91 285.00 +D+O.750Lr+O.750L+O.750W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 11.50 ft 1 0,611 0.797 1.00 1.00 1,00 1.00 1.00 1.00 1,00 11.73 1.709.91 2800.00 6.30 227.16 285,00 +D+O,750L+O,750S+O750W+H 1.00 1.00 1,00 1,00 1,00 1.00 0,00 0,00 0,00 0,00 Lengtti = 11,50 ft 1 0.611 0.797 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11,73 1,709.91 2800.00 6,30 227.16 285,00 +D+O.750Lr+O.750L+O.5250E+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 11.50 ft 1 0.611 0.797 1.00 1.00 1,00 1.00 1.00 1.00 1.00 11.73 1.709.91 2800.00 6.30 227.16 285,00 +O+0.750L+0.750S+0.5250E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Lengtti = 11.50 ft 1 0.611 0.797 1.00 1.00 1.00 1,00 1.00 1.00 1.00 11.73 1,709,91 2800,00 6.30 227.16 . 285.00 +O,60D+W+H 100 100 1,00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 11.50 ft 1 0.161 0.233 1.00 1.00 1.00 1,00 1.00 1.00 1,00 3,10 451.74 2800.00 1.84 66,55 285.00 +O.60D+O.70E+H 1.00 1.00 1.00 1,00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.161 0.233 1.00 1.00 1.00 1.00 1,00 1,00 1,00 3.10 451.74 2800.00 1,84 66.55 285.00 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max."-" Defl Locatton in Span Load Combination Max."+" Defl Location in Span D+L Vertical Reactions • Load Combinatton 1 Unfactored Support 1 0.3485 Support 2 6.044 Support notafion: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 4.011 1.353 2.657 4.011 7.928 3,246 4,683 7,928 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 TiUe Block Line 6 Project Title: Engineer: Project Descr: ProjectID: ^r/ Printed: 26 MAR 2014,12:03PM Wood Beam Lie. # : KW-06000067 Description: 2 FB 8 ;s File = C:\D0CUME-1\E?lCF0-l.\MYD0CtW\ENERCA-1\taylor.ec6 b ~ ,:JENERCALC, INC.'1983-2014. Build;6.'l4.1.23,Ver.6.14.1,23 I Licensee : FOTIADI ENGINEERING CODB REFERENCES Calculations per NDS 2012. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method; Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade : Boise Cascade : Versa Lam 2800 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling 2,800.0 psi 2.800.0 psi 3.000.0 psi 750.0 psl 285.0 psl 2,100.0 psl £; Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 2,000.0 ksi Density 32.210pcf D(0,93) L(1.55) 0(0.2) L(0.15) T i T *^ 3,5x14 Span = 18.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load; D = 0.20, L = 0.150. Tributary Width ^ Point Load; D = 0.930, L = 1.550 k @ 5.0 ft DESIGNSUMMARY Maximum Bending Stress Ratio = SecUon 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 DeflecUon Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Tolal Deflection Service loads entered. Load Factors will be applied for calculaUons. 1.0ft 0.805 1 3.5x14 2,254.07psi 2,800.00psi +D+L+H 7,095ft Span # 1 0.377 in 0.000 in 0.782 in 0.000 in Maximum Shear Stress Ratio SecUon used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 573 Ratio = 0 <360 Ratio = 276 Ratio = 0 <180 Design OK 0.498 :1 3.5x14 141.94 psi 285.00 psi +D+L+H 0,000 fl Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Length Span# Max Sttess Rattos Cd C FN Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0,00 0,00 0.00 0.00 Length = 18.0 ft 1 0,413 0,251 1,00 100 1,00 1,00 1.00 1,00 1.00 11.03 1,157.35 2800,00 2,33 71.47 285.00 +D+L+H 1,00 1,00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 18,0 ft 1 0,805 0,498 1,00 1,00 1,00 1,00 1.00 1.00 1.00 21.48 2,254.07 2800.00 4,64 14194 285.00 +D+Lr+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 18,0 ft 1 0,413 0,251 1,00 1,00 1.00 1,00 1.00 1,00 1.00 11.03 1,157.35 2800,00 2,33 71.47 285,00 +0+S+H 1,00 1.00 1,00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 18,0 ft 1 0,413 0.251 1,00 1,00 1.00 1,00 1.00 1.00 1.00 11.03 1,157.35 2800,00 2,33 71.47 285,00 +O+O,750Lr+O,750L+H 1,00 1,00 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0,00 Length = 18,0 ft 1 0,707 0,436 1.00 1,00 1,00 1.00 1.00 1,00 1.00 18.85 1,978.80 2800,00 4.06 124.32 285,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer: Project Descr; Project ID; V Title Block Line 6 Printed: 26 MAR 2014,12:03PM Wood Beam Lie. #: KW-06000067 HPS ^Fite = C;\DOCUME-l\ERICFO-1\MYDOCU-1\ENERCA-1\laylor.ec6' "b ENERCACC INC 1963-2014, Build.6.14.i:23.Ver.S 14.1.23 I Licensee : FOTIADI ENGINEERING Description; 2FB8 Load Combination Segment Length Span* Max Stress Rattos Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span* M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v +O+O.750L+O,750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Lengtti = 18,0 ft 1 0,707 0.436 1,00 1.00 1.00 1.00 1,00 1.00 1.00 18.85 1,978.80 2800,00 4,06 124,32 285.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 Length = 18,0 ft 1 0.413 0,251 Ibo 1.00 1.00 1.00 1,00 1,00 1.00 11,03 1,157.35 2800,00 2.33 71,47 285.00 +O+O,70E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0,413 0,251 1,00 1,00 1.00 1.00 1,00 1.00 1.00 11.03 1,157.35 2800.00 2.33 71.47 285.00 +D+O,750Lr+O,750L+O.750W+H 1,00 1.00 100 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 18.0 ft 1 0.707 0.436 1.00 1.00 1.00 1,00 1,00 1.00 1,00 18.85 1,978,80 2800.00 4,06 124,32 285.00 +D+O.750L+O,750S+O.750W+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Length = 18,0 ft 1 0.707 0,436 1.00 1.00 1,00 1,00 1.00 1.00 1.00 18.85 1,978,80 2800,00 4,06 124,32 285.00 +O+0.750Lr+0.750L+0.5250E+H 1.00 1,00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0.00 Lengtti = 18.0 ft 1 0.707 0.436 100 1.00 1.00 1.00 1,00 1.00 1.00 18.85 1,978.80 2800.00 4,06 124,32 285.00 +D+O.750L+O.750S+O.5250E+H 1,00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 18.0 ft 1 0.707 0,436 1.00 1.00 1.00 1.00 1,00 1,00 1.00 18,85 1,978,80 2800.00 4,06 124.32 . 285.00 +O.60D+W+H 1.00 1.00 1.00 1,00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 18.0 ft: 1 0,248 0,150 1.00 1.00 1.00 1.00 1,00 1,00 1,00 6,62 694.41 2800.00 1.40 42.88 285.00 +O.60D+O.70E+H 1.00 1.00 1,00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 LengUi = 18,0 ft 1 0.248 0,150 1.00 1.00 1,00 1,00 1.00 1.00 1.00 6.62 694,41 2800,00 1.40 42.88 285.00 Overall Maximum Deflections' Load Combinatton Unfactored Loads Span Max. "-"Defl Locatton in Span Load Combination Max."+" Defl Location in Span D+L 1 0.7817 Vertical Reactions • Unfactored Load Combination Support 1 Support 2 8.737 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly L Only D+L 5,040 2,570 2.469 5.040 3,938 2,157 1,781 3,938 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe; Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 26 MAR 2014,12:MPM Wood Beam Lie. #: KW-06000067 Description: 2 FB 8 CODE REFERENCES , Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File = C\DOCUME-1\ERICFCKl\MYDOCU-1\ENERCA-1\taylor.ec6 ' b 'ENERCALC INC 1983-2014, fiulld.614123, VenO 14123 I Licensee : FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species : Boise Cascade Wood Grade ; Versa Lam 2800 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2.100.0 psi £; Modulus of Elasticity Ebend-xx 2,000.0 ksi Eminbend-xx 2.000.0 ksi Density 32.21 Opcf 0(0.93) L(1.55) 1 T 0(0.2)^(0.15) 5.25x11.875 Span = 18.0 ft 2 Applied Loads Beam selfweight calculated and added to loads Uniform Load: D = 0.20, L = 0.150, Tributary Width = 1.0 ft Point Load: D = 0.930, L = 1.550 k @ 5.0 ft DESIGNSUMMARY , ... Maximum Bending Stress Ratio = Section used for this span ft): Actual = FB: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S DeflecUon Max Upward L+Lr+S Deflection Max Downward Tolal Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. 0.75Q 1 5.25x11.875 2,099.87psi 2,800.00 psi +D+L+H 7.095ft Span # 1 0.411 in 0.000 in 0.859 in 0.000 in Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs RaUo: RaUo: RaUo: RaUo: 525 0 060 251 0 <180 Design OK 0.397 :1 5.25x11.875 113.27 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span# Max Stress Rattos Cd C FN Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd C FN Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0,00 0,00 0.00 0,00 Length = 18.0 ft 1 0.387 0.201 100 1.00 1,00 1.00 1,00 1,00 1.00 11,15 1,083,96 2800.00 2,39 57.42 285,00 +0+L+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0,00 Length = 18.0 ft 1 0.750 0.397 1.00 1.00 1,00 1.00 1.00 1,00 1,00 2159 2,099,87 2800,00 4,71 113.27 285,00 +D+Lr+H 1.00 1,00 1,00 1.00 100 1,00 0,00 0,00 0.00 0,00 Lenglh = 18.0 ft 1 0.387 0.201 1.00 1.00 1,00 1,00 1.00 1,00 1,00 11.15 1,083.96 2800,00 2.39 57.42 285.00 +0+S+H 1.00 1,00 1,00 1,00 1,00 1.00 0.00 0,00 0.00 0,00 Length = 18.0 ft 1 0.387 0.201 1.00 1.00 1,00 1,00 1,00 1,00 1,00 1115 1,083,96 2800,00 2.39 57.42 285,00 +D+O.750Lr+O.750L+H 1.00 1.00 1,00 1,00 1,00 1,00 0,00 0.00 0.00 0,00 Length = 18.0 ft 1 0.659 0.348 1.00 1,00 1,00 1,00 1.00 1,00 1.00 18,97 1,844,88 2800,00 4.13 99,31 285,00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe; Engineer: Project Descr: Proiect ID: TiUe Block Line 6 Printed: 26 MAR 2014,12:04PM Wood Beam \ :.File='C:\DOCUME-1\ERlCFO-1\MYDOCU~1\ENERCA-J\taylor,ec6 "b ENERCALC INC 1933 2014. Build.6.14,1.23. Ver,ai4.1.23 I Lie. #: KW-06000067 Description; 2 FB 8 Licensee: FOTIADI ENGINEERING Load Combinaiion Segment Lengtti Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Ct Moment Values Shear Values Load Combinaiion Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Ct CL M' ft) Fb V fv F'v +O+0,750L+0.750S+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18,0 ft 1 0.659 0.348 1.00 1.00 1,00 1.00 1.00 1.00 1.00 18.97 1,844,88 2800.00 4.13 99,31 285,00 +0+W+H 1.00 1,00 1.00 1,00 1,00 1.00 0.00 0,00 0,00 0,00 Length = 18.0 ft 1 0,387 0.201 1.00 1.00 1,00 1.00 1.00 1.00 1.00 11.15 1083,96 2800.00 2.39 57.42 285,00 +D+070E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lenglh = 18.0 ft 1 0.387 0.201 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.15 1,083,96 2800.00 2.39 57.42 285.00 +O+O750Lr+0750L+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 18.0 ft 1 0.659 0,348 1.00 1.00 1.00 1.00 1.00 1.00 1.00 18.97 1,844.88 2800.00 4.13 99.31 285,00 +0+0.750L+0750S+0.750W+H 1.00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0,00 LengUi = 18.0 ft 1 0.659 0,348 1.00 1.00 1.00-1.00 1.00 1.00 1.00 18.97 1,844.88 2800.00 4.13 99.31 285.00 +O+0,750Lr+0,750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 18.0 ft 1 0.659 0.348 1.00 1.00 1.00 1.00 1,00 1.00 1.00 18.97 1,844.88 2800.00 4.13 99,31 285.00 +O+0,750L+0.750S+0.5250E+H 1.00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Lengtti = 18,0 ft 1 0,659 0.348 1.00 1,00 1.00 1.00 1,00 1.00 1.00 18.97 1,844.88 2800.00 4.13 99,31 . 285,00 +0,60D+W+H 1,00 1,00 1,00 1.00 1.00 1.00 0.00 0,00 0,00 0,00 LengUi = 18.0 ft 1 0.232 0.121 1,00 1.00 1.00 1.00 1.00 1,00 1.00 6,69 650.37 2800.00 1.43 34.45 285,00 +O,60D+O,70E+H 1.00 1.00 1.00 1.00 1,00 1,00 0,00 0,00 0,00 0.00 LengUi = 180 ft 1 0.232 0.121 1.00 1,00 1.00 1.00 1,00 1,00 1.00 6,69 650.37 2800.00 1.43 34.45 285,00 Overall Maximum Deflections • Load Combinati'on Unfactored Loads Span Max.'-"Defl Location in Span Load Combinatton Max."+" Defl Location in Span D+L Vertical Reactions • Load Combination 1 Unfactored Support 1 0,8587 Support 2 8,737 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 5,067 2,597 2,469 5.067 3.964 2.184 1.781 3.964 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: / Title Block Line 6 Printed: 26 MAR 2014, 1:58PM Wood Beam Lie. #: KW-06000067 DescripUon: 2 FB 9 CODE REFERENCES .. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File = C \DOCUME-l\ERICFCh1\MYDdClM\ENERCA-1\taylor.ec6" "b ENERCALC-INC ,1983-2014. BuiH;6.f4,1,23, Ven6.14.1.23 I Licensee: FOTIADI ENGINEERING Analysis Method; Allowable Stress Design Load Combination JBC 2009 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 psi £; Modulus of Elasticity 900 psi Ebend-xx 1600 ksl 1350 psi Eminbend-xx 580ksi 625 psl 180 psi 575 psl Density 32.21 pcf 0(0.48) L(0.8) D(0.1U-(0.4) Span = 7.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load; D = 0,10. L = 0.40. Tributary Width = 1.0 ft Point Load: D = 0.480, L = 0,80 k @, 5,50 ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.681; 1 SecUon used for this span 4x12 flj: Actual = 674.60psi FB: Allowable = 990.00psi Load Combination +D+L+H Location of maximum on span = 4.036ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S DeflecUon Max Upward L+Lr+S DeflecUon Max Downward Tolal DeflecUon Max Upward Tolal DeflecUon Service loads entered. Load Factors will be applied for calculaUons, 0.042 in 0.000 in 0.056 in 0.000 in Maximum Shear Stress Ratio SecUon used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs RaUo = RaUo: RaUo: RaUo: 2011 O<360 1497 0 <180 Design OK 1 0.491 4x12 88.33 psi 180.00 psi +D+L+H 6,080 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combinatton Segment Lengtti Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Ct Momeni Values Shear Values Load Combinatton Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0.00 0,00 0,00 0.00 Length = 7.0 ft 1 0.177 0,139 1.00 1.10 1.00 1,00 1.00 1,00 1,00 1,08 174.74 990,00 0,66 25,06 180.00 +0+L+H 1.10 1.00 1,00 1,00 1,00 1.00 0,00 0.00 0,00 0.00 Length = 7,0 ft 1 0.681 0,491 1.00 1.10 1.00 1.00 1.00 1.00 1,00 4,15 674,60 990,00 2,32 88,33 180.00 +D+Lr+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 7.0 ft 1 0.177 0.139 1.00 1.10 100 1.00 1.00 1.00 1.00 1,08 174.74 990,00 0,66 25.06 180.00 +D+S+H 1.10 1.00 1,00 1,00 1.00 1,00 0,00 0,00 0,00 0.00 Length = 7.0 ft 1 0,177 0.139 1.00 1.10 1.00 1,00 1.00 1.00 1.00 1.08 174.74 990,00 0,66 25,06 180.00 +D+0.750Lr+{).750L+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length =7,0 ft 1 0,555 0.403 1,00 1.10 1,00 1.00 1,00 1,00 1,00 3,38 549.29 990,00 1,90 72.51 180.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; TiUe Block Line 6 Printed: 26 MAR 2014, 1:58PM Wood Beam ; KW-06000067 Description ; 2 FB 9 , File = C:\DOCU(^E-1\ERICFO-1\MYDOCU-1\ENERCA-1\taylor,ec6 "b ENERCALC INC:'J983-2014. Bulld:6.14.1.23.-Ver:6.14.1.23 I Licensee : FOTIADI ENGINEERING Load Combinatton Segment Length Span# Max Stt'ess Ratios Cd C FN Ci Cr Cm Ct Moment Values Shear Values Load Combinatton Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M ft) F'b V fv F'v +O+O,750L+0,750S+H 1.10 1.00 1.00 1.00 1,00 1,00 0,00 0.00 0.00 0.00 Lengtti = 7,0 ft 1 0.555 0.403 1.00 1.10 1,00 1.00 1,00 1.00 1.00 3,38 549.29 990.00 1.90 72,51 180.00 +0+W+H 1.10 •100 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 7.0 ft 1 0.177 0.139 1.00 1.10 • 1.00 1.00 1.00 1.00 1.00 1,08 174.74 990,00 0,66 25.06 180.00 +D+O70E+H 1.10 100 100 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Lengtti = 7,0 ft 1 0.177 0.139 1.00 1.10 1.00 1.00 1,00 1.00 1.00 1,08 174,74 990.00 0.66 25.06 180.00 +O+O.750Lr+O,750L+O.750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 7.0 ft 1 0.555 0.403 1.00 1.10 1.00 1,00 1,00 1.00 1.00 3,38 549,29 990.00 1.90 72.51 180.00 +D+O.750L+O.750S+O,750W+H 1.10 1.00 1,00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 7.0 ft 1 0.555 0.403 1.00 1.10 1.00 1.00 1,00 100 1.00 3.38 549.29 990.00 1,90 72.51 180.00 +O+O.750Lr+O.750L+O,5250E+H 1.10 1.00 1,00 1,00 1.00 1.00 0,00 0.00 0.00 0.00 LengUi = 7.0 ft 1 0.555 0.403 1.00 1.10 1.00 1.00 1,00 1.00 1,00 3.38 549.29 990.00 190 72.51 180.00 +O+0.750L+0.750S+0,5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 7.0 ft 1 0.555 0.403 1.00 1.10 1.00 1,00 1.00 1.00 1,00 3.38 549,29 990.00 1.90 72.51 • 180,00 +O.60D+W+H 1.10 100 1.00 100 1,00 1.00 0.00 0.00 0.00 0,00 Length = 7.0 ft 1 0.106 0.084 1.00 1.10 1.00 1.00 1,00 1,00 1.00 0,65 104,84 990.00 0,39 15.04 180,00 +0.60D+0.70E+H 1.10 1.00 1.00 100 1,00 1.00 0,00 0,00 0.00 0,00 Lengtti = 7.0 ft 1 0.106 0.084 1.00 1.10 1.00 1.00 1,00 1,00 1,00 0.65 104,84 990.00 0,39 15.04 180,00 Overall Maximum Deflections > Load Combinatton Unfactored Loads Span Max. "-"Defl Locatton in Span Load Combinaiion Max,"+" Defl Locatton in Span D+L 1 0,0561 Vertical Reactions • Unfactored Load Combinatton Support 1 Support 2 3,628 Support notatton: Far left is #1 0.0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly D+L 2.055 0,484 1.571 2,055 2.787 0,758 2.029 2787 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID; f31 Title Block Line 6 Wood Beam Lie. #: KW-060Q0067 Description; 2 FBIO CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Printed: 26 (MR 2014, 2:17PM Flle=c \^u(^EJ1^|^cR>;lWYDoa^^^^ ' ll NERCALC INC 1S83-2014. Build 6141 23, Ver 6141 23 Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll ; Boise Cascade ' ^^''P : Versa Lam 2800 ^v Ft Beam is Fully Braced against lateral-torsion buckling 2800 psi 2800 psi 3000 psi 750 psi 285 psi 2100 psi £; Modulus of Elasticity Ebend-xx Eminbend - xx Density 2000 ksi 2000 ksi 32.21 pcf D(0.35) L(0.525) 0(0.76) L{2.03) i D(0.168l U0.41 T i i i ••••1 '•' ,** Span = 10.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.1680, L = 0,40, Tributary Width = 1,0 ft Point Load: D = 0.760, L = 2,030 k (3,5,50 ft Point Load; D = 0.350, L = 0,5250 k @ 1,50 ft DESIGNSUMMARY i Maximum Bending Stress Ratio = 0.825 1 Section used for this span 3.5x11.875 ft): Actual = 2,310.06 psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 5.480ft Span # where maximum occurs = Span#1 Maximum Deflection Max Downwarcl L+Lr+S Deflection 0.209 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.297 in Ratio = Max Upward Total DeflecUon 0.000 in RaUo = Service loads entered. Load Faclors will be applied for calculations. Design OK Maximum Shear Stress Ratio SecUon used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 604 0 <360 424 0 <180 0.577 :1 3.5x11.875 164.37 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rattos Moment Values Shear Values Segment LengUi Span# M V Cd C FN C| Cr Cm Ct CL M ft) Fb V fv F'v DOnly 0.00 0.00 0.00 0,00 Length = 10.50 ft 1 0.243 0.180 1,00 1.00 1.00 1.00 1,00 1,00 1.00 4.67 681.12 2800.00 1.42 51.33 285.00 +D+L+H 1,00 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.825 0,577 1.00 1,00 1,00 1.00 1.00 1,00 1,00 15.85 2,310.06 2800.00 4.56 164.37 285.00 +0+Lr+H 1.00 1,00 1,00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.243 0,180 1,00 1.00 1.00 1,00 1.00 1,00 1.00 4.67 681.12 2800.00 1.42 51.33 285.00 +0+S+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.243 0,180 1,00 1.00 1.00 1,00 1.00 1,00 1.00 4.67 681.12 2800.00 1.42 51.33 285.00 +D+0.750Lr+0.750L+H 1,00 1.00 1,00 1,00 1,00 1.00 0.00 0.00 0.00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer: Project Descr; Project ID; Titie Block Line 6 Printed: 26 MAR 2014, 2:17PM Wood Beam Lie. #: KW-06000067 DescripUon: 2 FB10 Load Combinatton File =p;\lXX;Uli<E-1\ERICFO-1\MYPOCU-1\ENERCA-1\taylor.ec6 b ENERCALC. INC.v'1983-2014.Buiid:6.14.1.23,Veri6.U,1.23 | Licensee : FOTIADI ENGINEERING Max Sttess Rattos Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Ci Cr Cm Cf CL M ft) Fb V fv F'v , Length = 10,50 ft 1 0.680 0,478 1,00 1.00 1,00 1.00 1,00 1,00 1,00 13,05 1.902.83 2800,00 3.77 136.11 285.00 +O+0,750L+0,750S+H 1.00 1,00 1.00 1,00 1,00 1,00 0.00 0.00 0.00 0,00 Lengtti = 10,50 ft 1 0.680 0.478 1.00 1.00 1,00 1.00 1.00 1.00 1,00 13,05 1,902.83 2800.00 377 136.11 285.00 +0+W+H 1.00 1.00 1,00 1,00 1,00 1,00 0.00 0,00 0.00 O'OO Length = 10,50 ft 1 0.243 0,180 1.00 1.00 1.00 1,00 1.00 1,00 1.00 4.67 681.12 2800.00 1,42 51.33 285.00 +D+0,70E+H 1,00 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 LengUi = 10.50 ft 1 0,243 0.180 1.00 1.00 1,00 1.00 1,00 1.00 1.00 4.67 681.12 2800.00 1.42 51.33 285.00 +0+0.750Lr+0,750L+0,750W+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10,50 ft 1 0,680 0.478 1,00 1,00 1,00 1.00 1,00 1.00 1,00 13,05 1,902,83 2800.00 3.77 136.11 285,00 +O+0.750L+0.750S+0,750W+H 1,00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10.50 ft 1 0,680 0.478 1.00 1,00 1,00 1.00 1,00 1.00 1.00 13,05 1,902,83 2800.00 3.77 136.11 285,00 +O+0.750Lr+0.750L+0.5250E+H 1,00 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0,00 Lengtti = 10.50 ft 1 0,680 0.478 1.00 1,00 1,00 1.00 1,00 1,00 1,00 13,05 1,902,83 2800.00 3,77 136.11 285,00 +O+O,750L+O,750S+O,5250E+H 1,00 1.00 1.00 1.00 1,00 1,00 0.00 0,00 0.00 • 0,00 Lengtti = 10,50 ft 1 0,680 0,478 1,00 1.00 1.00 1.00 100 1,00 1.00 13.05 1,902,83 2800.00 3.77 136.11 285,00 +0.60D+W+H 1,00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 10,50 ft 1 0,146 0.108 1.00 1.00 1.00 1,00 1,00 1.00 1.00 2.80 408,67 2800.00 0.85 30.80 285.00 +O,60D+O,70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 10,50 ft 1 0,146 0.108 1.00 1,00 1,00 1.00 1,00 1.00 1.00 2,80 408,67 2800.00 0.85 30.80 285.00 Overall Maximum Deflections • Load Combinatton Unfactored Loads: Span Max."-" Defl Locatton in Span Load Combinatton Max,"+" Defl Locatton in Span D+L 1 0.2972 Vertical Reactions - Unfactored Load Combinatton Support 1 Support 2 5.288 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 5.109 1.593 3.517 5,109 4,617 1,379 3,238 4,617 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TlUe: Engineer: Project Descr; Project ID; Title Block Line 6 Printed:27MAR2014, 8:28AM Wood Beam Lie. #: KW-06000067 Description; 2 FBll CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties File = C \DOCUME-1\E"RiCFO-™yDOCU;t\ENEI^CA-i\laylor.ec6 b ENERCALC INC 1983-2014, Build 614123, Ver:6.141.23 I Licensee: FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination JBC 2009 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing ; Beam is Fully Braced against lateral-torsion buckling Wood Species : Boise Cascade Wood Grade : Versa Lam 2800 2800 psi 2800 psi 3000 psi 750 psl 285 psi 2100 psi £; Modulus of Elasticity Ebend-xx 2000 ksi Eminbend - xx Density 2000 ksi 32.21 pcf 0(0.85) L(1.42) D(0.87) L(1.3) r" L 0(0.221) L(0.3) t y 3.5x11.875 Span = 8.50 ft :1.0 ft Applied Loads Beam selfweight calculated and added to loads Uniform Load: D = 0.2210, L = 0.30, Tributary Width Point Load: D = 0.850, L = 1.420 k &. 1.50 ft Point Load; D = 0.870, L = 1.30 k @ 5,0 ft DESIGNSUMMARY Maximum Eiending Stress Ratio = 0.547 1 SecUon used for this span 3.5x11.875 fb: Actual = 1,531.81 psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 4,995ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S DeflecUon 0.081 in Ratio = Max Upward L+Lr+S Deflection 0.000 in RaUo = Max Downward Total DeflecUon 0.137 in Ratio: Max Upward Total DeflecUon 0.000 in Ratio = Service loads entered. Load Factors will be applied for calculaUons, Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1260 0 <360 742 0 <180 Design OK 1 0.570 3.5x11.875 162.58 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Cf Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd CpA/ Ci Cr Cm Cf CL M ft) Fb V fv F'v DOnly 0.00 0.00 0,00 0,00 Length = 8,50 ft 1 0,225 0,230 1,00 1,00 1.00 1,00 1,00 1,00 1,00 4,33 631,29 2800.00 1.82 65,50 285.00 +0+L+H 1,00 1.00 1,00 1,00 1,00 1.00 0.00 0.00 0,00 0.00 Length = 8,50 ft 1 0.547 0,570 1,00 1,00 1.00 1,00 1.00 1,00 1.00 10,51 1,531,81 2800.00 4.51 162.58 285.00 +D+Lr+H 1,00 1,00 1.00 1,00 1,00 1,00 0.00 0,00 0,00 0.00 Length = 8.50 ft 1 0,225 0,230 1,00 1,00 1,00 1.00 1.00 1,00 100 4,33 631.29 2800.00 1.82 65,50 285,00 +D+S+H 1.00 1.00 1,00 1.00 1,00 1.00 0.00 0,00 0,00 0,00 LengUi = 8.50 ft 1 0,225 0,230 1,00 1,00 1,00 1.00 1.00 1.00 1.00 4.33 631,29 2800,00 1.82 65.50 285,00 +D+O.750Lr+O,750L+H 1.00 1,00 1,00 1,00 1,00 1,00 0,00 0,00 0,00 0.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: TiUe Block Line 6_ Printed: 27 MAR 2014, 8:28AM Wood Beam Lie. #: KW-06000067 FJe = C (D0CUME--1\ERICF0-1\MYD0CU~1€NpRCA-l\taytor.ec6 b ENERCALCINC 1983-2014,Build;6.14.i:23.Ver:6.14.1.23 I Licensee: FOTIADI ENGINEERING Description; 2FB11 Load Combination Segment Lengtti Span# Max Stress Ratios Cd" CpA/ Ci Cr Cm Cf Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd" CpA/ Ci Cr Cm Cf CL M fb Fb V fv F'v Lenglh = 8.50 ft 1 0,467 0,485 1,00 1,00 1.00 1.00 1,00 1,00 1,00 8,96 1,306,68 2800.00 3.83 138.31 285.00 +D+0.750L+0.750S+H 1.00 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Lengtti = 8.50 ft 1 0,467 0.485 1.00 1,00 1.00 1.00 1.00 1,00 1.00 8.96 1,306,68 2800.00 3.83 138,31 285.00 +0+W+H 1.00 1.00 1,00 1.00 1,00 1,00 0.00 0,00 0,00 0.00 Length = 8,50 ft 1 0.225 0.230 1.00 1.00 1.00 1.00 1.00 1,00 1,00 4.33 631.29 2800.00 1.82 65,50 285.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lengtti = 8,50 ft 1 0.225 0.230 100 1.00 1.00 100 1.00 1.00 1.00 4.33 631.29 2800.00 1.82 65,50 285,00 +D+O.750Lr+O,750L+0.750W+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.467 0.485 1.00 1.00 1,00 1.00 1,00 1.00 1,00 8,96 1,306.68 2800.00 3.83 138,31 285,00 +O+O750L+0.750S+O,750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 8.50 ft 1 0.467 0.485 1.00 1.00 1.00 1.00 1.00 1.00 1,00 8,96 1,306,68 2800.00 3.83 138,31 285.00 +D+O,750Lr+O,750L+O.5250E+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 8.50 ft 1 0,467 0,485 1.00 1.00 1,00 1.00 1.00 1.00 1,00 8,96 1,306,68 2800.00 3,83 138,31 285,00 +D+O,750L+O.750S+O,5250E+H 1.00 1.00 1.00 1.00 1,00 1,00 0.00 0,00 0,00 • 0,00 Lengtti = 8.50 ft 1 0,467 0,485 l.OO 1.00 1.00 1.00 1.00 1.00 1,00 8.96 1,306,68 2800.00 3.83 138,31 285,00 +0.60D+W+H 100 1.00 1.00 1.00 100 1,00 0.00 0.00 0.00 0.00 Lengtti = 8.50 ft 1 0,135 0.138 1.00 1.00 1.00 1.00 1.00 100 1.00 2.60 378.78 2800.00 1.09 39.30 285.00 +0,60D+070E+H 1.00 1,00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 8,50 ft 1 0.135 0.138 1.00 100 1.00 1.00 1.00 1,00 1,00 2.60 378.78 2800.00 1.09 39.30 285,00 Overall Maximum Deflections - Unfactored Loads Load Combinatton Span Max.'-"Defl Location in Span Load Combinaiion Max,"+" Defl Locatton in Span D+L 1 0.1374 Vertical Reactions - Unfactored Load Combinatton Support 1 Support 2 4.250 Support notation: Far left is #1 0,0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly D+L 5,017 2.037 2.980 5.017 3.931 1.641 •2.290 3.931 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer; Project Descr; Project ID: Title Block Line 6 _ Wood Beam Lie. #: KW-06000067 Printed: 27 MAR 2014, 1:01PM File = C:\DOCUME-1\ERICFO-.l\MYDOCU-1\ENERCA-1\laylor.ec6 b ENERCALC INC 1983-2014, Build 6141 23, Vor 6141 23 Licensee: FOTIADI ENGINEERING DescripUon: 2 FB12 CODE REFERENCES , , , Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method; Load Combination Wood Species Wood Grade Beam Bracing Allowable Stress Design JBC 2009 Fb-Tension 2,800.0 psi Fb-Compr 2,800.0 psi Fc-Prll 3,000.0 psi • Boise Cascade Fc-Perp 750.0 psi : Versa Lam 2800 Fv 285.0 psi Ft 2.100.0 psi Beam is Fully Braced against lateral-torsion buckling D(1.71)L(2.85) £.' Modulus of Elasticity Ebend-xx 2,000.0 ksl Eminbend-xx 2.000.0 ksi Density 32.21 Opcf 0(0.2) L(0.15) T i T T • T 5.25x11.875 Span = 15.0 ft AppliedLoads Beam self weight calculated and added to loads Uniform Load : D = 0,20, L = 0,150. Tributary Width = 1,0 ft Point Load: D = 1.710, L = 2.850 k @ 5,0 ft DESIGNSUMMARY. Maximum Bending Stress Ratio = 0.843 1 SecUon used for this span 5.25x11.875 fb: Actual = 2,360.94 psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 5,036ft Span # where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.321 in Ratio = Max Upward L+Lr+S DeflecUon 0.000 in Ratio = Max Downward Total DeflecUon 0.610 in Ratio: Max Upward Total DeflecUon 0.000 in RaUo = Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio Seclion used for this span fv; Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 560 0 <360 294 O<180 0.457 :1 5.25x11.875 130.19 psi 285.00 psi +D+L+H 0,000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Lengtti Span# Max Stress Ratios Cd C FN Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Lengtti Span# M V Cd C FN Ci Cr Cm Ct CL M ft) Fb V fv Fv DOnly 0,00 0.00 0.00 0.00 Length = 15.0 ft 1 0.384 0.214 1.00 1.00 1,00 1,00 100 1.00 1.00 11.05 1,074,38 2800,00 2,53 60.96 285.00 +D+L+H 1,00 1.00 1.00 1.00 1.00 1.00 0,00 0,00 0,00 0,00 Length = 15,0 ft 1 0.843 0.457 1,00 1.00 1.00 1,00 1,00 1,00 1,00 24,28 2,360,94 2800,00 5,41 130.19 285,00 +D+Lr+H 1.00 1,00 1,00 1.00 1,00 1,00 0,00 0.00 0,00 0.00 Lengtti = 15,0 ft 1 0.384 0.214 1.00 1,00 1,00 1.00 1.00 1,00 1.00 11,05 1,074,38 2800.00 2.53 60,96 285.00 +D+S+H 1.00 1.00 1.00 1.00 100 1,00 0.00 0,00 0.00 0.00 Length = 15.0 ft 1 0.384 0,214 1,00 1.00 1,00 1.00 1,00 1.00 1.00 11,05 1,074.38 2800,00 2.53 60.96 285.00 +D+O750Lr+O,750L+H 1,00 1,00 1,00 1.00 1.00 1,00 0,00 0.00 0.00 0,00 Length = 15.0 ft 1 0.728 0,396 1,00 1,00 1,00 1,00 1.00 1.00 1,00 20,97 2,039,30 2800,00 4,69 112.88 285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer; Project Descr; Project ID; Title Block Line 6 Printed: 27 MAR 2014, 1:01PM • Flle = C.\0OCUME-1\ERICFO-1\MYIXlC0-1\ENERCA-1\iaylor,ec6 'b \'\eNERCALC. INC.-1983-'2014,Build«.14.1.23. Ver,6.14.1.23 I Licensee : FOTIADI ENGINEERING Wood Beam Lie. #: KW-06000067 Description: 2FB12 Load Combinatton Max Stress Ratios Moment Values Shear Values Segment Lengtti Span# M V Cd CpA/ Cj Cr Cm Ct CL M ft) Fb V "fv F'v +D+O750L+O.750S+fl 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0,00 Lengtti = 15.0 ft 1 0728 0.396 1,00 1.00 1.00 1.00 1,00 1.00 1.00 20,97 2.039,30 2800,00 4.69 112,88 285,00 +0+W+H 1,00 1.00 1.00 1,00 1.00 100 0,00 0.00 0,00 0,00 Lengtti = 15.0 ft . 1 0,384 0,214 1.00 1,00 1.00 1,00 1.00 1.00 1.00 11,05 1.074,38 2800,00 2,53 60.96 285.00 +O+0.70E+H 1.00 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0,00 Length = 15.0 ft 1 0,384 0,214 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.05 1,074,38 2800.00 2.53 60,96 285,00 +D+O750Lr+O.750L+O.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Lengtti = 15.0 ft 1 0728 0.396 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.97 2,039.30 2800,00 4,69 112.88 285.00 +O+0.750L+0.750S+0750W+H 1.00 1.00 1.00 1.00 1,00 1.00 0,00 0,00 0.00 0,00 Lenglh = 15.0 ft 1 0.728 0,396 100 1.00 1.00 1,00 1.00 1.00 1.00 20.97 2,039,30 2800.00 4.69 112.88 285.00 +O+O.750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 15.0 ft 1 0,728 0,396 1,00 1.00 1.00 1.00 1.00 1.00 1.00 20.97 2,039.30 2800.00 4,69 112.88 285,00 +D+O.750L+O.750S+O.5250E+H 1,00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 15.0 ft 1 0,728 0,396 1.00 1,00 1.00 1.00 1,00 1,00 1,00 20.97 2,039,30 2800.00 4,69 112.88 . 285.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 - 0,00 0.00 Lengtti = 15.0 ft 1 0,230 0,128 1,00 1.00 1.00 1.00 1.00 1.00 1.00 6,63 644,63 2800.00 1,52 ': 36.58 285.00 +0.60D+0.70E+H 100 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0,00 0.00 Lengtti = 15.0 ft 1 0.230 0,128 1.00 100 1.00 1,00 1.00 1.00 1.00 6.63 644.63 2800.00 1,52 .36,58 285.00 Overall Maximum Deflections- Unfactored Loads Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span D+L 1 0.6104 Vertical Reactions • Unfactored Load Combination Support 1 Support 2 7.172 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnly LOnly D+L 5.770 2.745 3.025 5.770 4.250 2.175 2.075 4.250 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Wood Beam Lie. #: KW-06000067 Printed: 27 fMR 2014, 3:06PM Fite = C \b0CUME-j\ERICFO-,lJ>irirp0CU:^f N^RCA-'1ttaylor,ec6 b ENERCALC INC 1983i^2pft, Buk6.i4.1.23:yef:6.14.1.23 I Licensee : FOTIADI ENGINEERING Description; 2FB13 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling ; Boise Cascade : Versa Lam 2800 2800 psi 2800 psi 3000 psi 750 psi 285 psi 2100 psi £; Modulus of Elasticity Ebend-xx 2000 ksi Eminbend-xx 2000 ksi Density 32.21 pcf 0(0.317) L(0.46) 3,5x11,875 Span = 11,50 ft AppliedLoads Beam self weight calculated and added to loads Uniform Load: D = 0,3170, L = 0.460, Tributary Width = 1,0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.677 1 SecUon used for this span 3.5x11.875 fb: Actual = 1,894.64 psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 5,750ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S DeflecUon 0.186 in Ratio: Max Upward L+Lr+S DeflecUon 0.000 in Ratio: Max Downward Total DeflecUon 0.318 in Ratio: Max Upward Total DeflecUon 0.000 in Ratio: Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Shear Stress Ratio Seclion used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 741 0 <360 433 0 <180 0.476 ; 1 3.5x11.875 135.72 psi 285.00 psi +0+L+H 0,000 ft Span # 1 Maximum Forces & Stresses for Load Corhbinatioris Load Combination Segment Length Max Sttess Ratios Moment Values Span# Shear Values M V Cd CpA/ Ci Cr Cm Ct CL M ft) Fb V fv F'v 0,00 0.00 0,00 0.00 0,281 0.198 1.00 1,00 1,00 1.00 1,00 1.00 1,00 5.39 786,24 2800,00 1.56 56,32 285,00 1,00 1,00 1.00 1,00 1.00 1,00 0,00 0.00 0,00 0,00 0,677 0,476 1.00 1,00 1,00 1.00 1,00 1,00 1,00 13.00 1,894.64 2800.00 3.76 135,72 285,00 1,00 1,00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0,00 0,281 0,198 1,00 1,00 1,00 1,00 1,00 1,00 1.00 5.39 786.24 2800.00 1.56 56.32 285,00 1,00 1,00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0,00 0,281 0.198 1.00 1,00 1,00 1,00 1,00 1.00 1.00 5.39 786,24 2800.00 1.56 56.32 285,00 1,00 1,00 1.00 1,00 1.00 1.00 0.00 0.00 0,00 0,00 0.578 0.407 1.00 1,00 1,00 1.00 1,00 1.00 1.00 11.10 1,617.54 2800.00 3,21 115,87 285,00 1,00 1,00 1.00 1,00 1,00 1.00 0.00 0,00 0,00 0.00 DOnly Length = 11.50 ft +D+L+H Length = 11.50 ft +0+Lr+H Length = 11.50 ft +D+S+H Length = 11.50 ft +D+0.750Lr+0.750L+H Length = 11.50 ft +D+O.750L+O.750S+H Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID; Title Block Line 6 Printed: 27 MAR 2014, 3:06PM Wood Beam Lie. #: KW-06000067 riiinpu. ^vi I-t, ^.wrm Fite=C •DOCUME-1\ERICFOjJ\MYDOCU-l\ENERCA-1\taylorec6 b lE(^ERCALC-ilfC'^1^26l4.BuHdfe14.l'.23. Ver:6.U.1.23 | Licensee : FOTIADI ENGINEERING Description: Load Combination 2FB13 Max Stt'ess Ratios Moment Values Shear Values Segment Lengtti Span# M V Cd C FN Ci Cr Cm Ct CL M , ft) Fb V fv F'v Lengtti = 11.50 ft 1 0,578 0.407 1.00 1.00 1.00 1.00 1.00 1.00 1,00 11,10 1.617.54 2800.00 3.21 115.87 285.00 +0+W+H 1.00 1,00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Lenglh = 11,50 ft 1 0.281 0,198 1,00 1.00 1,00 1.00 1.00 1,00 1.00 5.39 786.24 2800.00 1.56 56.32 285.00 +D+0,70E+t1 1,00 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 11,50 ft 1 0,281 0.198 1,00 1,00 1.00 1.00 1.00 1.00 1.00 5.39 786.24 2800.00 1.56 56.32 285,00 +D+O,750Lr+O,750L+O.750W+H 1,00 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 11,50 ft 1 0,578 0.407 1.00 1.00 1.00 1.00 1.00 1.00 1.00 11.10 1,617.54 2800.00 3.21 115.87 285.00 +D+O.750L+O.750S+O.750W+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0,578 0,407 1,00 1.00 1.00 1.00 1.00 1.00 1,00 11.10 1,617.54 2800.00 3.21 115,87 285.00 +O+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0,00 0.00 Lengtti = 11.50 ft 1 0,578 0,407 1.00 1,00 1.00 1.00 1.00 1.00 1.00 11.10 1,617.54 2800.00 3.21 115.87 285.00 +D+O.750L+O,75OS+O,5250E+H 1,00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 11,50ft 1 0,578 0.407 1.00 1,00 1.00 1.00 1.00 1.00 1.00 11.10 1,617.54 2800.00 3.21 115.87 285.00 +0,60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 -0.00 Lengtti = 11.50 ft 1 0.168 0.119 1,00 1.00 1.00 1.00 1.00 1.00 1.00 3.24 471.74 2800.00 0.94 33.79 285.00 +O,60D+O,70E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.168 0.119 1,00 1.00 1.00 1.00 1.00 1,00 1.00 3.24 471.74 2800.00 0.94 33.79 285.00 Overall Maximum Deflections- Unfactored Loads Load Combinatton Span Max. "-"Defl Locatton in Span Load Combination Max."+" Defl Location in Span D+L 1 0.3182 yertical Reactions - Unfactored Load Combinaiion Support 1 Support 2 5.792 Support notatton: Far left is #1 0.0000 Values in KIPS 0.000 Overall liWXimum DOnly LOnly D+L 4.521 1.876 2.645 4.521 4,521 1,876 2.645 4.521 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe: Engineer; Project Descr: Project ID: TiUe Block Line 6 Printed: 27 MAR 2014, 3:17PM I Wood Beam Lie. # : KW-06000067 Description; 2 FB 14 CODE REFERENCES ,. Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2009 Material Properties . Fife = C:\DXUME-1\ERICF0-^\MYDOCU~1«NERCA-1\laylor.ec6 b ENERCALC;WcH"983-20i4,Build:S.i4.1;23. Ver6.14.1.23 I Licensee : FOTIADI ENGINEERING Analysis Method: Allowable Stress Design Load Combination JBC 2009 Wood Species Wood Grade Beam Bracing Fb-Tension 2.800.0 psi Fb-Compr 2.800.0 psi Fc-Prll 3,000.0 psi Fc-Perp 750.0 psi Fv 285.0 psl Ft 2,100.0 psi ; Beam is Fully Braced against lateral-torsion buckling ; Boise Cascade : Versa Lam 2800 0(2.18) L(2.08) 0(0.317 1(0.46) 2 E: Modulus of Elasticity Ebend-xx Eminbend • Density XX 2,000.0ksi 2,000.0ksi 32.21 Opcf 3.5x11.875 Span = 8.0 ft Applied Loads Beam selfweight calculated and added to loads Uniform Load; D = 0.3170, L = 0.460, Tributary Width = 1.0 ft PointLoad: D = 2,180, L = 2,080k@,4,0ft DESIGNSUMMARY Maximum Bending Stress Ratio = 0.771; 1 Section used for this span 3.5x11.875 ft): Actual = 2,158.73psi FB: Allowable = 2,800.00psi Load Combination +D+L+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S DeflecUon 0.083 in RaUo • Max Upward L+Lr+S DeflecUon 0.000 in Ratio = Max Downward Tolal DeflecUon 0.155 in Ratio: Max Upward Total DeflecUon 0.000 in Ratio •• Service loads entered. Load Faclors will be applied for calculaUons, Design OK Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1156 0<360 618 0 <180 0.572 :1 3.5x11.875 162.97 psi 285.00 psi +D+L+H 7.036 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Cd CpA/ Ci Cr Cm Cl Momeni Values Shear Values Load Combination Segment Length Span# M V Cd CpA/ Ci Cr Cm Cl CL M ft) Fb V fv F'v DOnly 0.00 0.00 0,00 0,00 Length = 8,0 ft 1 0.363 0,263 1.00 1.00 1.00 1,00 1,00 1,00 1.00 6.97 1,015.99 2800,00 2.08 75,07 285,00 +0+L+H 1,00 1,00 1,00 100 1,00 1.00 0,00 0.00 0,00 0,00 Length = 8.0 ft 1 0.771 0,572 1,00 1.00 1,00 1.00 1,00 1.00 1,00 14.81 2,158,73 2800,00 4,52 162,97 285,00 +0+Lr+H 1.00 1,00 1.00 1,00 1.00 1.00 0,00 0.00 0,00 0,00 Length = 8.0 ft 1 0.363 0,263 1,00 1.00 1,00 1.00 1,00 1.00 1,00 6.97 1,015,99 2800,00 2.08 75,07 285,00 +0+S+H 1,00 1,00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0,00 Lengtti = 8,0 ft 1 0,363 0.263 100 1.00 1.00 1,00 1,00 100 1.00 6.97 1,015,99 2800,00 2,08 75.07 285.00 +D+O.750Lr+O.750L+H 1,00 1,00 1,00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0,669 0.495 1.00 1,00 1,00 1,00 1,00 1,00 100 12.85 1,873,05 2800.00 3,91 141,00 285.00 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr: Project ID: Title Block Line 6 Wood Beam Lie. #: KW-06000067 Description: 2 FB 14 Printed: 27 MAR 2014, 3:17PM Fite = C \0OCUME-11RICFO»1 WYOOCU-1)ENERCA-l\laylor.ec6 b ;;ENERCALC-INC 1983^2014, BiiildiO.U.I i3; Ver:6.14.1 23 I Licensee : FOTIADI ENGINEERING Load Combinatton Segment Lengtti Span# Max Stress Rattos Cd Cpw Ci Cr Cm Ct Momeni Values Shear Values Load Combinatton Segment Lengtti Span# • M V Cd Cpw Ci Cr Cm Ct CL M ft) Fb V fv F'v +O+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 LengUi = 8,0 ft 1 0.669 0.495 1,00 1.00 1.00 1.00 1,00 1.00 1,00 12.85 1,873,05 2800,00 3.91 141.00 285.00 +D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0,00 0.00 LengUi = 8,0 ft 1 " 0.363 0.263 1,00 1.00 1.00 1,00 1.00 1,00 1,00 6,97 1,015.99 2800.00 2.08 75,07 285.00 +D+O.70E+H 1.00 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lenglh = 8,0 ft 1 0.363 0,263 1.00 1.00 1.00 1.00 1.00 1,00 1.00 6.97 1,015.99 2800.00 2,08 75.07 285.00 +D+O.750Lr+O.750L+O.750W+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0,00 0.00 0.00 Lengtti = 8.0 ft 1 0.669 0,495 1.00 1,00 1.00 1.00 1,00 1.00 1.00 12.85 1,873.05 2800.00 3.91 141.00 285.00 +D+O.750L+O.750S+O.750W+H 1.00 1.00 1,00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Lengtti = 8.0 ft 1 0.669 0.495 1,00 1,00 1.00 1.00 1,00 1.00 100 12.85 1,873,05 2800.00 3,91 141.00 285,00 +D+O.750Lr+O.750L+O.5250E+H 1.00 1.00 1.00 1.00 1.00 1,00 0.00 0,00 0.00 0.00 Lenglh = 8.0 ft 1 0.669 0.495 1,00 1.00 1.00 1.00 1.00 1.00 1,00 12,85 1,873,05 2800.00 3,91 141,00 285.00 +O+0.750L+O.750S+0.5250E+H 1.00 1.00 1.00 1.00 1,00 1.00 0.00 0,00 0.00 0.00 Lengtti = 8.0 ft 1 0,669 0,495 1,00 1,00 1.00 1.00 1.00 1,00 1,00 12,85 1,873.05 2800.00 3,91 141.00 • 285.00 +0.60D+W+H 1,00 100 1.00 1.00 1.00 1.00 0.00 0.00 0.00 O.OO LengUi = 8.0 ft 1 0,218 0,158 1.00 1.00 1,00 1.00 1.00 1.00 1.00 4,18 609.59 2800.00 1,25 45,04 285.00 +O.60D+O70E+H 1,00 1.00 1.00 1.00 1.00 1,00 0,00 0.00 0.00 0,00 Lenglh = 8.0 ft 1 0,218 0,158 1.00 1.00 1.00 1.00 1.00 1,00 1.00 4.18 609.59 2800,00 1.25 45,04 285,00 Overall Maximum Deflections • Load Combinatton Unfactored Loads Span Max. "-"Defl Locatton in Span Load Combinatton Max,"+" Defl Location in Span D+L Vertical Reactions - Load Combinatton 1 Unfactored Support 1 0,1552 Support 2 4,029 Support notation: Far left is #1 0.0000 Values in KIPS 0,000 Overall MAXimum DOnly LOnly D+L 5.275 2,395 2,880 5.275 5,275 2,395 2,880 5.275 D:\MIKES\taylor remodel\taylor_structural_recover_recover.dwg, 3/22/2014 1:49:24 P •fez. U<-V^ill;. /^I'?^ ;f3 ft) fl fl rl 1^ Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer: Project Descr; Project ID: f-3 Title Block Line 6 Printed: 12 APR 2014,10:46AM Wood Shear Wall Lie. #: KW-06000067 Description ; Garage - Strong Wall Footing General Information ' . Fite = C:\DOCUME-1\ERICFO~l\MYDOCU-1\ENERCA-1\taylor.ec6~b ENERCALC )NC1983-2014;Buikl:6.14.1.23, Ver.6.14.3 31 I Licensee : FOTIADI ENGINEERING Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Total Wall Length Numberof Storys Story #1 Height 2.0 ft 1 8.0ft Framing & Chord Material: Wood Species; Douglas Fir - Larch (North) Wood Grade: No. 1 & Btr Fc-Prll 1800 psi Ft-Tension 750 psi Fc-Perp 625 psi E 1800 ksi Specific Gravity 0.490 SDC: Seismic Design Category : D Some Shear Panel Aspect Ratios Exceed Limits, Panel Size Changes REQUIRED Stieathing , ^ Main Sheathing SDPWS 2008 Construction Table: 4.3A Wood Structural Panels, Struct 1,5/16" Thk, 1-1/4" Min Nominal Seismic Shear Capacities (plf): 780 1020 6" Spac. 400 3" Spac. 4" Spac, 600 2' Spac. Nominal Wind Shear Capacities (plf): 6" Spac, 560 3" Spac. 1090 4" Spac. 840 2" Spac, 1430 Chord Data Chord Member Size for each level; Level 1 Chord Size: 2x4 Chord Cf: 1.0 See Chord Summary Tables for number of Chords required at each panel end. Chord Area = 5,250 in*2 Max, Allow Stress Ratio; 1.0 :1 All chords treated as fully braced about both axes Opening ID Dist to Left Edge Opening Width Distto Bottom Opening Height Applied Concentrated Lateral Loads _ Load "Y" Location (ft) ft ft ft ft, ft ft ft ft ft ft ft story 1 Dead ^^OJO" Load Magnitude Roof Live Live 0.0 0.0 (kips) Snow oo" Wind Seismic Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project Title: Engineer; Project Descr: Project ID; ff Title Block Line 6 Printed: 12 APR 2014,10:46Atvt Wood Shear Wall Lie. #: KW-06000067 Fite = C;\DOCUME~1\ERICF0^1\MyDOCU-1\ENERCA'Hlaylor.ec6 ~b ENERCALC INC 1983-2014,'Build*l.14,i,23, V6r:6,14,3.31 I Licensee: FOTIADI ENGINEERING Description: Garage - Strong Wall Footing Shear Panel Summary Panel Level Max Shear ID # (kips) Load Comb # Sides Shear Summary & Attachment Used Actual (plf) Allow Status Attachment Height/Width Ratio Actual Allow Notes 1 0.0 PI 1 0,000 +0.90D+E Chord Naming Information: C; Item is a Chord L; Followed by level number WL: Indicates Chord is on left edge of wall Chord Summary 0.0 NG #: Followed by chord number from left to right WR; Indicates Chord is on right edge of wall 4.00 3,50 Ratto NG Chord Level ID # Dist from Left (ft) CHORD DESIGNSUMMARY Force (klps) Load Comb # Req"d Member Stress @ Location Size RaUo Governs Status 01 Comp Values: Tens Values; 0.000 Max. Comp; Max. Tens: 5,2 +1,20D+O,50L+O,20S+E 1 5.2 k 5.2 k Load Comb :+1.20D+O,50L+O,20S+E Load Comb: +1.20D+O.50L+O.20S+E 2x4 0.25 Tension OK Maxfc= 991 psi Allow F'c = 3,888 psi Max ft = 991 psi Allow Ft = 1,620 psi C2 Comp Values; Tens Values: 2.000 Max. Comp: Max, Tens: 1 5.2 +1.20D+O.50L+O.20S+E Load Comb :+1.20D+O.50L+O.20S+£ Load Comb ;+1.20D+O.50L+O.20S+E 2x4 5.2 k 5.2 k Maxfc: Maxft: 0.25 991 psi 991 psl Tension Allow F'c: Allow F'l: OK 3,888 psi 1,620 psl Chord Naming InformaUon: C: Item is a Chord L: Followed by level number WL; Indicates Chord is on left edge of wall Footing Information Footing Dimensions 1.50 ft fc 2,0 ft Fy 1.50 ft #; Followed by chord number from left to right WR: Indicates Chord is on right edge of wall Dist. Left Wall Length Dist. Right Total Ftg Length 5Fft Max Factored Soil Pressures @ Left Side of Footing 321.40 psf .... governing load comb +1,40D @ Right Side of Footing 321.40 psf .... governing load comb +1.40D Footing One-Way Shear Check... vu @ Left End of Footing 0-5252 psi vu @ Right End of Footing 0,5252 psi vn * phi: Allowable 93.113 psi Footing Bending Design... (5) Left End Mu 1,085 k-ft Ru 1.786 psi As % Req'd 0,00180 in'^2 As Req'd in Footing Width 0,9720 in''2 3. 60,0 ksi ksl Rebar Cover Footing Thickness Width 3.0 in 18.0 in 3,0 ft Max UNfactored Soil Pressures @ Left Side of Footing 231.40 psf .... governing load comb D Only @ Right Side of Footing .... governing load comb Overturning Stability... Overturning Moment Resisting Moment Stability Ratio .... governing load comb fi) Riqht End 1.085 k-ft 1.786 psl 0,00180 in'^2 0.9720 in'^2 (5) Left End of Ftg 8.70 k-ft 5,207 k-ft 0,5984 ; 1 +O,60D+O,70E 1,244.0 psf (•D+O.750L+O.750S+O.5250E (5) Right End of Ftg 8.70 k-ft 5,207 k-ft 0.5984:1 +O,60D+O.70E tl (piq-if 1.0 X 1.5 V6f 17cv;(-L L^^Sii') ^r^>iAL'OCp' Eric Fotiadi and Associates 2544 Fourth Avenue San Dlego, CA 92103 TiUe Block Line 6 ASCE Seismic Base Sliear Lie. #: KW-06000067 Project Title: Engineer: Project Descr: Project ID: Printed: 4APR 2014.12:45PM ' File = c:\D0CUHEr1\ERICF0-1\MYD0CU-1\ENERCA-1\TAYL0R-3,E^' b ENERCALC INC 1983-2014, BUikl:6;i4.1.23;Ven6.14.3,31 I Licensee: FOTIADI ENGINEERING Taylor Seismic Risk Category Calculations per ASCE 7-10 Risk Category of Building or Ottier Sttucture: Seismic Importance Faclor = Gridded Ss & Sivalues ASCE-7-10 Standard "I": Buildings and ottier stt^iclures that represent a low hazard lo human life In Uie event of failure. ASCE 7-10, Page 2, Table 1.5-1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: Sg = 1166 g, 0.2 sec response ^1 - 0.4469 g. 10 sec response Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocily 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straigt)t-line interpolation from table values) S Latttude = Longitude = Location: Carlsbad,CA 92008 33.158 deg North 117.326 deg West Fa Fv Maximum Considered Earthquake Acceleratton Design Spectral Acceleratton MS ' M1 :Fa*Ss = Fv*S1 Seismic Design Caiegory Resisting System 1.03 1.55 1,205 0,694 0,803 . 0.463 D Sf>=0.75 ASCE 7-10 Table 20.3-1 ASCE 7-10 Table 11.4-f& 11.4-2 ASCE 7-10 Eq. 11.4-1 ASCE 7-10 Eq. 11.4-2 ASCE 7-10 Eq. 11.4-3 ASCE 7-10 Eq. 11.4-4 4SCE7-J0 Table 11.6-1 &-2 ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisttng Sysiem... Response Modificalion Coefficient" R" System Overstrengtti Factor" Wo" Deflection Amplification Factor" Cd" Building Frame Syslems Light-framed walls sheathed with wood struclural panels rated for shear resistance or steel sheets •Building height Limits: Category "A & B" Limit: Caiegory "C" Limit: Category "D" Limit: 7.00 2,00 4,50 wore See ASCE 7-10 fbr alt applicable footnotes. Redundancy Factor Seismic Design Category of D, E, or F therefore Redundancy Factor" p" = 1.3 Lateral Force Procedure Category "E" Limit: Category "F" Limit: No Limit No Limit Umit = 65 Limit = 65 Limit = 65 ASCE 7-10 Secfion 12,3,4 ASCE 7-10 Sect/on 12,8,2 Equivalent Lateral Force Procedure « The "Eauivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12,8-7 20,0 ft Structure Type for Building Period Calculation: All Other SttiJctural Systems "Ct" value = 0,020 " hn": Height from base lo highest level = " X" value = 0,75 " Ta" Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn x) = 0.189 sec "TL": Long-period ttansitton period per ASCE 7-10 Maps 22-12 -> 22-16 8,000 sec Building Period" Ta" Calculated from Approximate Mettiod selecled " Cs" Response Coefficient ^ 0,189 sec S QS: Short Period Design Spectral Response " R": Response Modification Faclor ' I": Seismic Importance Factor 0,803 From Eq, 12,8-2, Preliminary Cs 7.00 From Eq, 12,8-3 & 12,8-4, Cs need not exceed 1 From Eq, 12,8-5 & 12,8-6, Cs not be tess than 0,115 0.349 0.035 Cs: Seismic Response Coefficient 0.1148 Eric Fotiadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Title Block Line 6 Project Title: Engineer: Project Descr; Project ID; Printed: 4 APR 2014,12:46PM Fife = c:\D0CUMEr1\ERlCF0-1\MYD0CU-1\ENERCA-1\TAYL0R-3 EC6 b 'V^^. ' E'NERCAL6.)NC 198J-2014.>BuMl41.23.Ver.6143,31 I ASCE Seismic Base Shear 1 Lie. #: KW-06000067 Licensee : FOTIADI ENGINEERING ] "None- Risk Category Calculations per ASCE 7-10 Risk Category of Building or Ottier Sttiicture: Seismic Importance Factor = Gridded Ss & Sivalues ASCE-7-10 Standard "1": Buildings and other sttuctures lhat represent a low hazard to human life in ttie ^^^^ ^^^^ ^' ^^^'^ ^-^"^ evenl of failure, 1 ASCE 7-10, Page 5, Table 1.5-2 ASCE 7-10 11.4.1 Max, Ground Mott'ons, 5% Damping: Latitude = 0.000 deg North Sg = g, 0,2 sec response Longitude = 0.000 deg West S'l = g, 1.0 sec response Locatton: Carlsbad,CA 92008 Site Class, Site Coeff. and Design Category Site Classificatton "D": Shear Wave Velocily 600 lo 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa 1.60 ASCE 7-10 Table 11.4-1 & 11.4-2 (usmg straight-line interpolation front table vaiues) Fv 2.40 Maximum Considered Earthquake Acceleration S = Fa * Ss 0.000 ASCE 7-10 Eq. 11.4-1 S^,=FVS1 0.000 ASCE 7-10 Eq. 11.4-2 Design Spectra! Acceleration S _ = S * 2/3 DS MS 0,000 ASCE 7-10 Eq 11.4-3 ^ Df^ M1*^'^ 0,000 ASCE 7-10 Eq. 11.4-4 Seismic Design Category A SI >= 0.75 ASCE 7-10 Table 11.6-1 &-2 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.0100 from 12.8.1.1 W (see Sum Wi below) = 0.00 k Seismic Base Shear V= Cs*W = 0,00 k Vertical Distribution of Seismic Forces ASCE 7-10 Secf/on 12,8,3 " k": hx exponent based on Ta = 1.00 Tabte ofbuilding Weigttts by Floor Level... Level* Wi: Weight Hi: Heighl (Wi*Hi)*k Cvx Fx=Cvx*V Sum Story Shear Sum Story Momeni SumWi= 0,00 k SumWi'Hi = k-ft Tolal Base Shear = 0,00 k Base Moment = 53.1 k-ft Load Path Connectiohs: Seismic Design Category "A" ASCE 7-10 Section 11.7.3 Connections used to form a continuous path of the load resisting system should be capable ol transmitting the seismic force" Fp" indiced by the parts being connected. See full text of ASCE 7-10 section 11.7.3 for all details. Eric FoUadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Project TiUe; Engineer: Project Descr: Project ID: Title Block Line 6_ Printed: 4APR 2014,12:45PM ASCE Seismic Base Shear Rte=c;\tXKiUME-1\ERlCFO-.1\MYDOCU-1\ENERCA-1\TAYLOR-3.EC6 " b ENFRCALCINC 'i983-2014,~Build':6.14.1,23','Ver;S.14.3.31 I. 1 Lie. #: KW-06000067 Licensee : FOTIADI ENGINEERING ..Seismic Base Shear ASCE 7-10 Secf/on 12.8.1 Cs = 0.1148 from 12.8.11 W (see Sum Wi below) = Seismic Base Shear V = Cs * W = 97.01 k 11.13 k Vertical Distribution of Seismic Forces ASCE 7-10 Secf/on 12.8.3 " k": hx exponent based on Ta = 1.00 Table ofbuilding Weights by Fioor Levell.. Level* Wi: Weighi Hi: Height (Wi-Hij-^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 , 35.52 1 61.49 19.00 10.00 674.88 0.52 614.88 0.48 f^yij 5.83 • 0.00 11.13 52.44 SumWi = 97.01 k SumWi*Hi= 1,289.76 k-ft Total i 11.13k Base Morhent = Diaphragm Foj-ces: Seismic Design Category "B" to "F" 163.8 k-ft ASCE 7-10 12,10,11 Level # Wi Fi Sum Fi SumWi Fpx 2 35,52 5,83 5.83 35.52 1 61.49 5.31 11.13 97.01 Wpx Weight at level of diaphragm and other structure elements attached lo it. Fi Design Lateral Force applied at the leveL Sum Fi Sum of "Lal. Force" of current level plus all levels above MIN Req'd Force @ Level 0.20 * S^g * I * Wpx MAX Req'd Force @ Level 0.40 * S QS * I * Wpx Fpx: Design Force @ Level Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Currenl level, n = Top Level 5.83 9.88 2361 BUENVA VISTA CT. I f h . 0 YD. 0 YD. PROPOSED GRADING CUT: FILL: OYD. A NOTE: ANY DIRT MOVEMENT TO BE 0 (0£ BY SMALL EQUIPMENT FOR FLATWORK ^ ^ & DRAINAGE PURPOSES. + 0 DATUM EQUAL TO: 46.06' ELEVATION (@ ENTRY) M r Eric FoUadi and Associates 2544 Fourth Avenue San Diego, CA 92103 Projecl TiUe; Engineer: Projecl Descr; Vb Project ID; Tille Block Line 6 Printed: 4 APR 2014, 9:55AM ASCE 7-05 Simplified Procedure Wind Loads Fite = c:\boCUME-r£RICF0-l\MYDOajr1\ENERCA-UTAYLOR-3,EC6 ~b ENERCALC INC 1983-201,4, Buitd-6.14.'l.23,Vei:6.M.3,31 I Lic. #: KW-06000067 Licensee : FOTIADI ENGINEERING Description: Taylor Analytical Values Calculations per ASCE 7-05 V: Basic Wind Speed per Sect 6.5,4 & Figure 1 85.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1-1 11 All Buildings and olher structures except those listed as Caiegory 1, 111, and IV ^ Importance Factor per Sect. 6.5.5, & Table 6-1 1.00 Exposure Caiegory per 6.5.6.3, .4 %. .5 Exposure C MRH: Mean Roof Height 20.0 ft 'Lambda' is interpolated between height tablular values. Lambda: per Figure 6.2, Pg 40 1.29 Effecttve Wind Area of Component 8i Cladding 10.0 ft''2 Net design pressure from table 1609.9.2.1(2)&(3) interpolated by area Roof pilch for cladding pressure 0 to 7 degrees Net design pressure from table 1609.9.2.1(2)&(3) interpolated by area User specified minimum design pressure 10.0 psf Topographic Faclor Kzt per 6,5,7,2 1.00 LHD: Least Horizontal Dimension 40.0 ft a = max (0,04 * LHD, 3, min(0,10 * LHD, 0,4*MRH)) 4.00 ft max (0.04' LHD, 3, min(0.10 * LHD, 0.4*MRH)) Design Wind Pressures Minimuni Additional Load Case per 6.4.2,1.1 = 10 PSF on entire vertical plane Horizontal Pressures... Zone: A = 14.84 psf Zone: C = 10.00 psf Zone: B = -10,00 psf Zone: D = -10,00 psf Vertical Pressures... Zone: E = -17,80 psf Zone: G -12,38 psf Zone: F = -10.06 psf Zone: H = -10.00 psf Overhangs... Zone: Eoh = -24,90 psf Zone: Goh -19.48 psf Component & Cladding Design Wind Pressures Minimum Additional Load Case per 6.4.2.1.1 = 10 PSF on entire vertical plane Des/gn Wmd Pressure = Lambda * Kzf * importance ' Ps30 per ASCE 7-05 6.4.2.1 Eq 6-1 RoofZonel: Positive: 10.000 psf Negative: -16.770 psf Roof Zone 2: Positive: 10,000 psf Negative: -28.122 psf Roof Zone 3: Positive: 10,000 psf Negative: -42,312 psf Wall Zone 4: Positive: 16.770 psf Negattve: -18,189 psf Wall Zone 5: Positive: 16.770 psf Negative; -22.446 psf Roof Overhang Zone 2: -27.090 psf Roof Overhang Zone 3: -44,634 psf Main Wind Force Resisting System - Method 1 Figure 6-2 Design Wind Pressures Enclosed Buildings h S 60 ft. Walls & Roofs Transverse Notes: (^Longitudin^ 1. Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h=30 ft (9.1m), 1=1.0, and Ka = 10. Adjust to other conditions using Equation 6-1. 2. The load pattems shown shall be applied to each comer of the building in tum as the reference comer. (See Figure 6-10) 3. For the design of the longitudinal MWFRS use B = 0°, and locate the zone E/F, G/H boundary at the mid-length of the building. 4. Load cases 1 and 2 must be checked for 25° < 0 < 45°. Load case 2 at 25° is provided only for interpolation between 25° to 30°. 5. Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps = 0 in zones B & D. 8. The zone pressures represent the following: Horizontal pressure zones - Sum of the windward and leeward net (sum of intemal and extemal) pressures on vertical projection of: A - End zone of wall ', C - Interior zone of wall B - End zone of roof D - Interior zone of roof Vertical pressure zones - Net (sum of intemal and extemal) pressures on horizontal projection of E - End zone of windward roof G - Interior zone of windward roof F- End zone of leeward roof H- Interior zone of leeward roof 9. Where zone E or G falls on a roof overhang on the windward side ofthe building, use EOH and GOH for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 10. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). it: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10°. ft- Angle of plane of roof from horizontal, in degrees. Minimum Design Loads for Buildings and Other Structures 37 it c/ V : It;' 1 1 ^ / - 1 - —- / 7 k r ® D:\MIKES\taylor remociel\taylor_structural2.dwg, 3/27/2014 3:31:01 PM (5 CUT EXISTING ROOF FRAMINS TO FIT NEU ' ADDITION PER D:\MIKES\taylor remodel\taylor_structuraLrecover_recover.dwg, 3/22/2014 1:49:00 P D:\MIKES\ta^lQrreiTij)^ei\taylor_structura^g^4^ ....... o 61 'I .1^ \y\V '£>{[y L i,.._L.:_... . .. ...: 1^ 2 see MP€ ?3 \miX^^ y^^^ady |v%)1^7<"^ ^ .|oit? 0S€ % LO/ M<^(£'^'^ 1^ 4 6h 4 11 ^^i^^^ i.x^^-^^.111. (p^ ^^-^h^H^^^^ |C? t ^ruX^ =1 •—— 4, vio'foiuvv\ ^ ^ Vu ^ ^^'^-a^^ •(/^-t/i, ois^v^ ^.)v|x- on^i^^o^^ ^'^[ih 05^ (M> )*2A^t' sHe^yL^ ^.t Mf^y i'^xi(^ ^ |;(?/g;; i/^f 6^(i? Pc^blf^ ^ iwe Geotechnical Exploration, Inc SOI AND FOUNMHON EN6INGBUN6 • GROUNOWATm • fflGWEERING GEOLOGY 28 May 2014 Mr. David Taylor Job No. 13-10401 2371 Buena Vista Circle Carlsbad, CA 92008 Subject: Limited Soil Investigation and Bearing Value Evaluation Taylor Residence Remodel and Addition 2371 Buena Vista Circle Carisbad, California Dear Mr. Taylor: In accordance with your request, a representative of Geotechnical Exploration, Inc. visited tlie subject site and evaluated the soil conditions in the area of the proposed second-story addition on the southwest side of the existing residence. It is our understanding that the proposed second-story addition, consisting of a new master bedroom addition, will utilize conventional spread footings with columns to support the new second-story loads. As part of our investigation, we observed and evaluated the shallow soil conditions at two excavated locations within the proposed buitding area. In addition, we reviewed the foundation plans by Eric Fotiadi & Associates, dated April 12, 2014, in accordance with the requirements of Esgil Corporation and plan check PC14-22, dated May 12, 2014. After incorporating our comments, it is our opinion that the foundation plans and specifications were prepared In accordance with the recommendations inciuded in this report. It is our understanding that all new loads caused by the room addition will be supported by new foundations. Soils in all new foundation excavations and areas to receive new improvements should be verified prior to form or steel reinforcing placement. 7420 TRADE STUEETO SAN DIEGO, CA. 92121 9 (858) 549-7222 9 FAX: (858) 549-1604 • B1AIL: geotech@gehKl.a)m Taylor Residence Remodel Job No. 13-10401 Carlsbad, Caiifornia Page 2 The field work, conducted on May 16, 2014, consisted of observing two hand- excavated test pits in the location of the proposed addition. The excavations revealed that the building site is underlain by approximately 6 to 8 inches of medium dense, silty sand fill soil over dense, silty sand formational materials. Based on visual classification, the on-site soils are considered to have a very low expansion potential with an expansion index of less than 20. Based upon our observation and probing of the fill soil. It is our opinion that the new foundations that will support the proposed second-story addition can be founded directly into the existing fill and formational materials. Any loose surface soils in the proposed building pad area more than 1 foot in thickness should be removed and properly compacted as part of site preparation under any new slab areas. The new fill should be compacted to at least 90 percent of Maximum Dry Density. The Maximum Dry Density of the soil has been determined per ASTM D1557-09. The following recommendations should be utilized during the construction of the proposed addition: 1. It is our opinion that the existing medium dense fill and formational materials wlll provide adequate bearing strength for the proposed addition foundations. New footings placed in properiy compacted fill soils or dense formational soils can be designed fbr an allowable soil bearing capacity of 2,000 pounds per square foot (psf). We do recommend that the proposed footings and slabs contain at least a nominal amount of reinforcing steel to reduce the separation of cracks should they occur. The allowable soil bearing capacity may be increased one-third for structural design including seismic or wind loads. Taylor Residence Remodel Job No. 13-10401 Cartsbad, California Page 3 2. The proposed footings should have a minimum depth of 18 inches and a width of at least 15 inches, founded in the dense formational material or properly compacted fills. A minimum of steel for continuous footings should include at least four iVio. 4 bars continuous, with two bars 3 inches from the bottom of the footing and two bars near the top. 3. Site-specific seismic design criteria to calculate the base shear needed for the design of the residential addition are presented tn the following tabie. The design criteria was obtained from the 2013 Catifornia Building Code (CBC) and is based on the distance to the closest active fault and soil profile ciassiflcation. 4. The proposed addition should be designed in accordance with Section 1613 of the 2013 CBC, which incorporates by reference the ASCE 7-10 for seismic design, and the foltowing parameters should be utilized. We have determined the mapped spectral acceleration values for the site based on latitude of 33.1677 degrees and longitude of 117.3505 degrees, utilizing a program titled "y.S. Seismic Design Maps and Tools," provided by the USGS, which provides a solution for ASCE 7-10 utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Classification of D. The response parameters for design are presented in the foltowing table. The design spectrum acceleration vs. Period T Is attached. Taylor Residence Remodel Carisbad, California Job No. 13-10401 Page 4 TABLE I Mapped Spectral Acceleration Values and Desian Parameters Ss Sl F» Fv Sms Smi Sds Sdl 1.077 0.416 1.069 1.584 1.151 0.659 0.767 0.440 The liquefaction of saturated sands during earthquakes can be a major cause of damage to buildings. Liquefaction is the process by which soils are transformed into a viscous fluid that will flow as a liquid when unconfined. It occurs primarily In loose, saturated sands and silts when they are sufficiently shaken by an earthquake. On this site, the risk of liquefaction of foundation materials due to seismic shaking is considered to be remote due to the relatively shallow, medium dense fill soils, dense nature of the natural-ground material and the lack of a shallow static groundwater surface under the site. No soil liquefaction or soil strength toss is anticipated to occur due to a seismic event. Concrete slabs on-grade (on properiy compacted fill or dense formational soits) shoutd be a minimum of 5 inches actual thickness and be reinforced with at least No. 3 steei bars on 18-Inch centers, in both directions, placed at mid-height In the slab. The new Interior slab should be underiain by a 15-mit vapor barrier (StegoWrap or equivalent) over properiy compacted subgrade. The sand layer can be waived. We recommend that isolation joints and sawcuts be incorporated to at least one-fourth the thickness of the slab in any slab designs. The joints and cuts, if properiy placed, shouid reduce the potential for and help control fioor slab cracking. In no case, however, should control joints be spaced farther than Taylor Residence Remodel Job No. 13-10401 Carlsbad, California Page 5 20 feet apart, or the width of the slab. Controt joints shoutd be placed within 12 hours afiier concrete piacement as soon as concrete sets and no raveting of aggregate occurs. Slabs spanning any existing loose soils and supported by perimeter deepened foundations should be designed as structural slabs. Although no new retaining walls are shown on the reviewed pians, the active earth pressure to be utilized in the design of cantilever, non-restrained walls should be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (pcf) for level backfill only using on-site solis. Additional loads applied within the potential failure block should be added to the active soil earth pressure by multiplying the vertical surcharge load by a 0.31 lateral earth pressure coefficient. For restrained wall conditions, we recommend an equivalent fluid weight of 59 pcf. Surcharge loads may be converted to lateral pressures by multiplying by a factor of 0.47. Should seismic soii Increment be required, the unrestrained walls with level backfill should be designed for an additional triangular pressure of 12 pcf In additton to the regular static loading. The passive earth pressure of the encountered fill soils to be used for design of shallow foundations and footings to resist the lateral forces should be based on an Equivalent Fluid Weight of 275 pcf. This passive earth pressure shouid only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properiy compacted or dense natural soil. An allowable Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete foundations, walls or fioor stabs. Taylor Residence Remodel Job No. 13-10401 Carisbad, California Page 6 9. Adequate measures shouid be taken to properly finish-grade the site after the new addition and other improvements are in piace. Drainage waters from this site and adjacent properties are to be directed away from perimeter foundations, floor slabs, and footings, onto the natural drainage direction for this area or into properiy designed and approved drainage facilities. Proper subsurface and surface drainage wlli help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs. Failure to observe this recommendation could result in undermining, diflferentiai settlement of the buiiding foundation or other improvements on the site, or moisture-related problems. It is not within the scope of our services to provide quaiity control oversight for surface or subsurface drainage construction or retaining wall sealing and base of wall drain construction. It is the responsibility of the contractor to provide proper surface and subsurface drainage. 10. Due to the possible build-up of groundwater (derived primarily from rainfall and irrigation), excess moisture is a common problem In below-grade structures or behind retaining walls that may be planned. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop, proper cross ventilation and waterproofing must be provided for below-ground areas, in crawl spaces, and the backflll side of all structure retaining walls must be adequately waterproofed and drained. Proper subdrains and free-draining backwall material (such as gravel or geocomposite drains such as Miradrain 6000 or equivalent) should be Taylor Residence Remodel Carisbad, California Job No. 13-10401 Page 7 installed behind ail retaining walls on the subject project in addition to wall waterproofing. Geoteciinicai Exploration, Inc. will assume no liability for damage to structures that is attributable to poor drainage. 11. Planter areas and planter boxes should be sloped to drain away from the foundations, footings, and fioor slabs. Planter boxes should be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface fiow away from the foundations, footings, and floor slabs, to an adequate drainage facility. 12. Exterior slabs or rigid improvements should also be built on properly compacted soils and be provided with concrete shrinkage reinforcement and adequately spaced joints. Geotechnical Exploration, Inc. recommends that we be asked to verify that actual soil conditions revealed during the grading and footing excavations are has anticipated in this report. Should you have any questions regarding this matter, please contact our office. Reference to our Job No. 13-10401 will help to expedite a response to your inquiries. Respectfully submitted, iEOTECHNICAL EXPLORATION, INC. 5y K. Heiser Senior Project Geologist Jaime A. Cerros, P.E-f R,C.E, 34422/G.E. 2007 Senior Geotficboigsl Engine©" BUiLDING ENERGY ANALYSIS REPORT Taylor Remodel >371/2373BuBRaVi§!a Circle Carlsbad, CA Project Designer: Studio One Arcliitects 2456 La Costa Avenue Carslbad, CA 92009 (619) 982-1846 Report Prepareci by: Atousa Yazdanfar Energy Compliance Services 5702 Hersholt Avenue Lakewood , CA 90712 (562) 461-3749 Job Number: 13657 Date: 4/29/2014 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 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC-www.energysoft.com. EnergyPro 5.1 by EnergySofl User Numtier: 5634 RunCode: 2014-04-29716:02:30 10:13657 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 9 EnergyPro 5.1 by EnergySoft Job Numben ID: 13657 User Number: 5634 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Taylor Remodel Building Type B Single Family • Addition Alone • Multi Family B Existing-f Addition/Alteration Date 4/29/2014 Project Address 2371/2373 Buena Vista Circle Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,460 Addition 977 # of stories 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features - If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {f&j Features (see Part 2 of 5) Status Waii Wood Framed None 1,863 Existing Floor Wood Framed vi/ICrawl Space None 2,752 Existing Roof Wood Framed Attic R-11 2,618 Existing Waii Wood Framed R-19 1,043 New Slab Untieated Slab-on-Grade None 230 Perim = 24' New Roof Wood Framed Attic R-30 735 New FENESTRATION U- Exterior Orientation Area(fl^ Factor SHGC Overhang Sidefins Shades Status RigtJt (NE) 131.0 0.750 0.45 none none Bug Screen New Front (SE) 105.6 0.750 0.45 none none Bug Screen New Rear(NW) 518.7 1.190 0.83 none none Bug Screen Existing Rear(NW) 152.0 0.750 0.45 none none Bug Screen New Rear(NW) 53.0 0.600 0.40 none none Bug Screen New Left (SW) 46.0 0.750 0.45 none none Bug Screen New Skylight 12.0 0.370 0.29 none none None New HVAC SYSTEMS Qty. Heating MIn. Eff Cooling Min. Eff Thermostat Status Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Sefbac/f New Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setbacif New Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setbacl( New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC Ducted Ducted Attic, Ceiling Ins, vented 4.2 Existing HVAC-Altered 1st floor-Zor. Ducted Ducted Attic, Ceiiing Ins, vented 4.2 Existing HVAC-Altered 1st floor-Zor Ducted Ducted Attic, Ceiling Ins, vented 4.2 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Instant Gas 0.82 No Pipe Insuiation New EnergyPro 5.1 by EnergySofl User Number: 5634 RunCode: 2014-04-29T16:02:30 ID: 13657 Pages of 11 PERFORMANCE CERTIFiCATE: Residential (Part 2 of 5) CF-IR Project Name Taylor Remodel Building Type 0 Single Family • Addition Alone • Multi Family B Existing-i- Addition/Alteration Date 4/29/2014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and speciai verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special iustification and documentation submitted. HERS REOUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be giveri. EnergyPro 5.1 by EnergySoft User Number: 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 4 of 11 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Taylor Remodel Building Type 0 Single Family • Addition Alone • Multi Family Q Existing-H Addition/Alteration Date 4/29/2014 ANNUAL ENERGY USE SUMMARY "•"^^ (kBtu/ft^-yr) Standard Proposed Margin "•"^^ (kBtu/ft^-yr) Space Heating 34.65 30.65 4.00 Space Cooling 26.21 16.45 9.76 Fans 12.14 9.14 2.99 Domestic Hot Water 11.05 8.47 2.58 Pumps 0.00 0.00 0.00 Totals 84.05 64.72 19.33 Percent Better Than Standard: 23.0% BUILDING COiVIPLIES - NO HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (SE) 135 deg 1.00 Naiurai Gas 2,752 230 9.1 0.85 0.55 Ext. Walls/Roof (SE) (SW) (NW) (NE) Roof Wall Area 882 540 900 1,244 3,365 TOTAL: Fenestration/CFA Ratio: Fenestration Area 106 46 378 131 12 673 19.4 % REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Energy Compliance Services Address 5702 Hersholt Avenue City/State/Zip Lakewood, CA 90712 Name '^'""^^ Yazdanfar Phone ^562; 461-3749 412912014 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Studio One Architects Address 2456 La Cosla Avenue Name Douglas Fess City/State/Zip Carslbad, CA 92009 Phone (619) 982-1846 Signed License # Date EnergyPm 5.1 bv EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Paae 5 of 11 CERTIFICATE OF COMPLIANCE: Residentiai (Part 4 of 5) CF-1R Project Name Taylor Remodel Building Type B Single Family • Addition Alone • Multi Family B Existing+ Addition/Alteration Date 4/29/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 347 0.356 None 45 90 Existing 4.3.1-A1 Altered 1st floor-Zone One Wail 260 0.356 None 135 90 Existing 4.3.1-A1 Altered 1st floor-Zone One Wail 144 0.356 None 225 90 Exisling 4.3.1-A1 Altered 1st floor-Zone One Wall 16 0.356 None 315 90 Exisling 4.3.1-Al Altered 1st floor-Zone One Floor 1,376 0.097 None 0 180 Exisling 4.4.1-A 1 Altered 1st floor-Zone One Roof 1,376 0.076 R-11 0 0 Existing 4.2.1-A 14 Altered 1st floor-Zone One Wail 189 0.356 None 315 90 Removea 4.3.1-A 1 Altered 1st floor-Zone One Wail 41 0.074 R-19 45 90 New 4.3.1-A5 Addition Isl Floor Wall 71 0.074 R-19 315 90 New 4.3.1-A5 Addition Isl Floor Slab 230 0.730 None 0 180 New 4.4.7-A 1 Addition Isl Floor Wall 506 0.356 None 45 90 Existing 4.3.1-A1 Altered Isl floor-Zone 2 Wall 246 0.356 None 135 90 Existing 4.3.1-A1 Altered Isl floor-Zone 2 Wall 144 0.356 None 225 90 Existing 4.3.1-A 1 Altered 1st floor-Zone 2 Waii 199 0.356 None 315 90 Exisling 4.3.1-A 1 Altered 1st floor-Zone 2 Floor 1,376 0.097 None 0 180 Exisling 4.4.1-A 1 Altered 1st floor-Zone 2 Roof 1,242 0.076 R-11 0 0 Exisling 4.2.1-A14 Altered 1st floor-Zone 2 FENESTRAT O NSUR FACE DETAILS ID Type Area U-Factor' Azm Status Glazing Type Location/Comments 1 Window 49.0 0.750 NFRC 0.45 NFRC 45 New Milgard or equivalent Altered 1st floor-Zone One 2 Window 99.6 0.750 NFRC 0.45 NFRC 135 New Milgard or equivalent Altered 1st floor-Zone One 3 Window 172.9 1.190 Default 0.83 Default 315 Exisling Single Clear Altered 1st floor-Zone One 4 Window 172.9 1.190 Default 0.83 Default 315 Exisling Single Clear Altered 1st floor-Zone One 5 Window 118.0 0.750 NFRC 0.45 NFRC 315 New Milgard or equivalent Addition Isl Floor 6 Window 49.0 0.750 NFRC 0.45 NFRC 45 New Milgard or equivalent Altered 1st floor-Zone 2 7 Window 6.0 0.750 NFRC 0.45 NFRC 135 New Milgard or equivalent Altered 1st floor-Zone 2 8 Window 53.0 0.600 NFRC 0.40 NFRC 315 New Fleetwood Altered 1st floor-Zone 2 9 Window 172.9 1.190 Default 0.83 Default 315 Exisling Single Clear Altered 1st floor-Zone 2 10 Window 33.0 0.750 NFRC 0.45 NFRC 45 New Milgard or equivalent Addition 2nd Floor 11 Window 46.0 0.750 NFRC 0.45 NFRC 225 New Milgard or equivalent Addition 2nd Floor 12 Window 34.0 0.750 NFRC 0.45 NFRC 315 New Milgard or equivalent Addition 2nd Floor 13 Skylight 12.0 0.370 NFRC 0.29 NFRC 0 New Velux Addition 2nd Floor (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standarcis, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hqt LExt RExt Dist Len Hqt Dist Len Hqt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 None 1.00 EnergyPro 5.1 by EnergySoft User Number: 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 6 of 11 CERTiFICATE OF COMPUANCE: Residentiai (Part 4 of 5) CF-1R Project Name Taylor Remodel Building Type B Single Family • Multi Family • Addition Alone B Existing-^ Addition/Alteration Date 4/29/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wail 189 0.356 None 315 90 Remove: 4.3.1-A 1 Altered 1st floor-Zone 2 Wail 219 0.074 R-19 45 90 New 4.3.1-A5 Addition 2nd Floor Wall 270 0.074 R-19 135 90 New 4.3.1-A5 Addition 2nd Floor Wall 206 0.074 R-19 225 90 New 4.3.1-A5 Addition 2nd Floor Wail 236 0.074 R-19 315 90 New 4.3.1-A5 Addition 2nd Floor Roof 735 0.031 R-30 0 0 New 4.2.1-A20 Addition 2nd Floor FENEST RATIO NSUR FACE DETAIL! Type Glazing Type (1) U-Factor Type: (2) SHGC Type: 116-A = Defautt Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Len Riqht Fin Hgt EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 7 of 11 CERTIFICATE OF COMPLiANCE: Residentiai (Part 5 of 5) CF-IR Project Name Taylor Remodel Building Type B Single Family • Addition Alone • Multi Family Q Existing-t- Addition/Alteration Date 4/29/2014 BUILDING ZONE INFORMATION System Name Zone Name New Floor Area (ftT Existing Altered Removed Volume Year Built HVAC Altered 1st Floor-Zone One 1,241 11,790 1957 Addition Isl Floor 230 1,840 HVAC-Altered 1st floor-Zone 2 Altered 1st floor-Zone 2 1,242 11,799 1957 HVAC-Altered 1st floor-Zone 2 Addition 2nd Floor 747 5,976 Totals 977 2,483 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC Cenlral Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC-Altered 1st floor-Zone 2 Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC-Altered 1st floor-Zone 2 Cenlral Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVAC Ducted Ducted Attic, Ceiling Ins, venled 4.2 • Existing HVAC-Altered 1st floor-Zone 2 Ducted Ducted Attic, Ceiling Ins, vented 4.2 • Existing HVAC-Altered 1st floor-Zone 2 Ducted Ducted Attic, Ceiiing Ins, vented 4.2 • Existing • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. Jga!L Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status TakagiTK-4 Instant Gas No Pipe Insulation 199,000 0.82 nia nia New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Qty. HP Hot Water Piping Length Jt)_ Plenum Outside Buried c . o -o = -O tn < S System Name Pipe Length Pipe Diameter Insul. Thick. • EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 8 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Nsime Date Taylor Remodel 4/29/2014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC). and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El677-95(2000) when specified on the CF-IR Form. §150(g): Mandatorv Vapor ban-ier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heatinq svstems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(1)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2: 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 are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(j)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 9 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Taylor Remodel Date 4/29/2014 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum 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 of UL 181, UL 181A, or UL 181B 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 §150(m)1: 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. §150(m)2D: 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. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems sen/ing conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: 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. §150(m)10: Flexible ducts cannot have porous inner cores. §150(0): All dwelling units shall meet the requirements of ANSl/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms otherthan kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPm 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 10 of 11 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name Taylor Remodel Date 4/29/2014 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer swntch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1 QOO square feet located on a residential site is not required to comply with §150(k)11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150{k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16: 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. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29716:02:30 ID: 13657 Page 11 of 11 BUILDING ENERGY ANALYSIS REPORT PROJECT: Taylor Guesthouse 2371/2373 Buena Vista Cij Carlsbad, Project Designer: Studio One Architects 2456 La Costa Avenue Carslbad, CA 92009 (619) 982-1846 Report Prepared by: Atousa Yazdanfar Energy Compliance Services 5702 Hersholt Avenue Lakewood , CA 90712 (562) 461-3749 !?1 Job Number: 13657 Date: 4/29/2014 The EnergyPro computer program has been used to perfonn 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 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC-www.energysoft.com. EnergyPm 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 8 EnergyPro 5.1 by EnergySoft Job Number: ID: 13657 User Number: 5634 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Taylor Guesthouse Building Type 0 Single Family • Addition Alone • Multi Family • Existing-n Addition/Alteration Date 4/29/2014 Project Address 2371/2373 Buena Vista Circle Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 640 Addition n/a # of stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes B No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes 0 No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity jff) Features (see Part 2 of 5) Status Wall Wood Framed R-13 801 New Roof Wood Framed Attic R-30 640 New Slab Unheated Slathon-Grade None 640 Perim = 96' New FENESTRATION U- Exterior Orientation Area(fl^ Factor SHGC Overhang Sidefins Shades Status Right (NE) 16.0 0.750 0.30 none Bug Screen New Front (SE) 33.0 0.750 0.30 Bug Screen New Left (SW) 32.0 0.750 0.30 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status Res HVAC Ducted Ducted Attic, Ceiiing Ins, vented 4.2 New WATER HEATING Qty- Type Gallons Min. Eff Distribution Status Instant Gas 0.83 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 3 of 10 PERFORMANCE CERTIFiCATE: Residentiai (Part 2 of 5) CF-1R Project Name Taylor Guesthouse Building Type 0 Single Family • Addition Alone • Multi Family • Existing-h Addition/Alteration Date 4/29/2014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 4 of 10 PERFORMANCE CERTIFiCATE: Residentiai (Part 3 of 5) CF-1R Project Name Building Type B Single Family • Addition Alone Date Taylor Guesthouse • Multi Family • Existing-h Addition/Alteration 4/29/2014 ANNUAL ENERGY USE SUMMARY standard Proposed Margin (kBtu/ft^-yr) Space Heating 7.62 io.63 -3.01 Space Cooling 6.46 6.09 0.36 Fans 3.97 4.26 -0.29 Domestic Hot Water 39-53 23.29 16.24 Pumps ow aoo 0.00 Totals 57.57 Percent Better Than Standard: 44.27 13.31 23.1 % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: ^Se; 135 deg 1.00 Natural Gas 0 640 8.0 0.75 0.30 Ext. Walls/Roof (SE) (SW) (NW) (NE) Roof Wall Area 171 270 171 270 640 TOTAL: Fenestration/CFA Ratio: Fenestration Area 33 32 0 16 0 81 12.7% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Energy Compiiance Services Address 5702 Hersholt Avenue City/State/Zip Lakewood, CA 90712 Name •^'o"sa Yazdanfar Phone (562; 461-3749 412912014 Signed Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Studio One Architects Address 2456 La Cosfa Avenue Name Douglas Fess City/State/Zip Carslbad, CA 92009 Phone (619) 982-1846 Signed License # Date EneravPro 5.1 by EnemvSoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 5 of 10 CERTIFiCATE OF COMPLiANCE: Residentiai (Part 4 of 5) CF-IR Project Name Taylor Guesthouse Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/29/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 254 0.102 R-13 45 90 New 4.3.1-A3 1st Floor Zone Wall 138 0.102 R-13 135 90 New 4.3.1-A3 1st Floor Zone Wall 238 0.102 R-13 225 90 New 4.3.1-A3 1st Floor Zone Wall 171 0.102 R-13 315 90 New 4.3.1-A3 Isl Floor Zone Roof 640 0.031 R-30 0 22 New 4.2.1-A20 1st Floor Zone Slab 640 0.730 None 0 180 New 4.4.7-A 1 1sl Floor Zone FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC"^ Azm Status Glazing Type Location/Comments 1 Window 16.0 0.750 NFRC 0.30 NFRC 45 New Milgard or equivalent 1st Floor Zone 2 Window 33.0 0.750 NFRC 0.30 NFRC 135 New Milgard or equivalent Isl Floor Zone 3 Window 32.0 0.750 NFRC 0.30 NFRC 225 New Milgard or equivalent Isl Floor Zone (1) U-Faetor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Overhang Hgt LExt RExt Left Fin Dist Len Hgt Dist Len Right Fin Hgt Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 6 of 10 CERTIFiCATE OF COMPLiANCE: Residentiai (Part 5 of 5) CF-1 R Project Name 7ay/or Guesthouse Building Type B Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date 4/29/2014 BUILDING ZONE INFOR MATION System Name Zone Name Floor Area (ft^) Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built Res HVAC Isf Floor 64C ) 5,120 Totals 64C ) 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Res HVAC 1 Cenlral Fumace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status Res HVAC Ducted Ducted Attic, Ceiiing Ins, vented 4.2 • New • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (fjal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status TK-JR 1 Instant Gas Wo Pipe Insulation 120,000 0 0.83 nia nia New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) c . o ffl < £ System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried c . o ffl < £ System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 10: 13657 Page 7 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Taylor Guesthouse 4/29/2014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component perfonnance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. ?150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El 677-95(2000) when specified on the CF-1R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(1): Heating svstems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2: 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 are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(i)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(1)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPm 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 8 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Taylor Guesthouse Date 4/2912014 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum 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 of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings qreater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support plattorms 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. §150(m)2D: 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. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems sen/ing conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: 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. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSl/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanentiy installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms otherthan kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanentiy installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number 5634 RunCode: 2014-04-29715:46:01 10:13657 Page 9 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1 R Project Name Taylor Guesthouse Date 4/29/2014 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanentiy installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanentiy installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanentiy installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150(k) 11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanentiy installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided thatthe motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanentiy installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and caiports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16: 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. EXCEPTION: Permanentiy installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5.1 by EnergySofl User Number 5634 RunCode: 2014-04-29715:46:01 ID: 13657 Page 10 of 10 RESIDENTIAL CODE MANUAL #1006 COUNTY OF LOS ANGELES R313.2 DEPARTMENT OF PUBLIC WORKS Article 1 BUILDING AND SAFETY DIVISION 10-09-12 Based on the 2011 LACRC Page 1 of 4 AUTOMATIC FIRE SPRINKLER SYSTEM REQUIREMENTS The purpose of this policy is to highlight the fire sprinkler system requirement pursuant to Section R313.2 ofthe Residential Code (RC) and a recent interpretation of its applicability by the Office of the State Fire Marshal (SFM) with concurrence by the Department of Housing Community 'Development (HCD) in certain situations. RC Section R313.2 states as follows: R313.2 One- and two-family dwellings automatic fire systems. An automatic residential fire sprinkler system shall be installed in one- and two- family dwellings. Exception: An automatic residential fire sprinkler system shall not be required for ^ additions or alterations to existing buildings that are not already provided with an automatic residential sprinkler system. A request was submitted to the SFM regarding the scenarios noted below, and the following is their response and interpretation. In all of the scenarios noted below for existing dwellings, the assumption is that there is no existing fire sprinkler system nor was it originally required to be protected by a fire sprinkler system. Ql. A property owner of an existing single-family dwelling (SFD) decides to divide it into a two- family dwelling through alteration and addition. Is a new fire sprinkler system required to be installed in the newly created dwelling unit or both? ANSWER: The SFM views this construction work as an alteration/addition to the existing dwelling and would not require the sprinkler installation pursuant to the exception in RC Section R313.2. Q2. Wnj^iiH ap arjditiO" « "^w flwelling unit that is attached to an existinq SFD require a fire sprinklersystem to be installed for the new unit onlv or both^ The constmction wori< results in the conversion of an existing one-family dwelling to a two-family dwelling. 4^ ANSWER: The SFM views this construction work as an addition to the existing dwelling and would not require the sprinkler installation pursuant to the exception in RC Section R31312:" ~ Q3. Is the installation of a flre sprinkler system required in a new detached guest unit that does not have a kitchen (i.e., cooking) and is accessory to an existing SFD? ANSWER: The SFM does not typically view these types of structures as a dwelling unit (one- or two-family dwelling) as defined in RC Section R202 and as such would not require sprinkler installation pursuant to the exception in RC Section R313.2. However, when a kitchen is permitted by Planning Department in a new detached guest unit, such defined new dwelling unit shall require sprinkler installation. R313.2 Article 1 RESIDENTIAL CODE MANUAL Page 2 of 4 Q4. When do new accessory structures (i.e., carport, garage, patio, workshop, shed, barn, stable, and greenhouse) as defined in RC Section Fi202 require fire sprinkler systems to be installed under the following scenarios below? (a) Attached accessory structures to one- or two- family dwellings other than carports and garages? ANSWER: The SFM does not typically require sprinkler installation in these non- habitable structures attached to a dwelling. (For attached carports and garages, refer to Section R309.6 for requirements.) (b) Detached accessory structures with the required fire separation distance from the SFD? ANSWER: The SFM does not typically require sprinkler installation in these detached accessory stmctures. Q5. Which of the following scenarios would require fire sprinkler systems to be installed based on a proposed alteration/addition of a new dwelling unit from an existing detached garage (or other existing detached accessory structures)? (a) A new dwelling unit is added to the existing detached garage (or other existing detached accessory structures). ANSWER: The SFM typically views these types of stmctures as a new dwelling unit (one- or two-family dwelling) as defined in RC Section R202 and as such would require sprinkler installation pursuant to RC Section R313.2. However, the existing garage (or other existing detached accessory structures) would not require the sprinkler installation pursuant to the exception in RC Section R309.6. (b) Existing detached garage (or other existing detached accessory structures) is converted to a new dwelling unit. ANSWER: The SFM typically views these types of stmctures as a new dwelling unit (one- or two-family dwelling) as defined In RC Section R202 and as such would require sprinkler installation pursuant to RC Section R313.2. (c) Existing detached garage (or other existing detached accessory structures) is converted to a new dwelling unit and additional floor area is added forthe new unit. ANSWER: The SFM typically views these types of structures as a new dwelling unit (one- or two-family dwelling) as defined in RC Section R202 and as such would require sprinkler installation pursuant to RC Section R313.2. R313.2 Article 1 RESIDENTIAL CODE MANUAL Page 3 of 4 Q6. A property owner of an existing SFD proposes to alter and add to the building, leaving only one existing wall standing or just the foundation. Is this situation considered a "new" dwelling or an "alteration/addition" to a dwelling for the purpose of determining if a fire sprinkler system is required to be installed? ANSWER: The described situation is considered an alteration/addition, and as such would not require sprinkler installation pursuant to the exception in RC Section R313.2. The SFM's adoption and amendments to the RC for residential fire sprinklers are intended to apply to new one- and two-family dwellings. Q7. Would a property owner of an unpermitted dwelling unit be required to install a fire sprinkler system? ANSWER: The unpennitted dwelling unit shall be evaluated as a new dwelling unit based on the cun'ent RC, and as such may or may not require sprinkler installation as determined in the scenarios presented above. The unpennitted dwelling unit shall be legalized through the process of obtaining a building pennit for alteration and/or addition of an existing pennitted stmcture to a dwelling unit; or for the construction of a new building for dwelling use. Though a new flre sprinklersystem may not be required based on the scenarios described above, such exceptions do not waive other conditions that may trigger fire sprinklers (e.g. fire flow, access, etc.). Supersedes RCM R313.2 Article 1 dated 02-09-12 R31X2 Article 1 RESIDEMTIAL CODE MANUAL Page 4 of 4 WRITTEN BY; JONATHAN LAM REVIEWED BY: JUAN MADRIGAL Civil Engineer Senior Cw\\ Enginser APPROVEDBY: HASSAN ALAiCiEDDiNE'' Chief Fngineer Floor/ceiling XssWb tpesign# "GAFi!e# FM FC-181 FC 5 STC- 50-54 IIC - 73 Link to .DWG file Link to .DWG/Text file 1/2"(12.7 mm) Fire-Shield C Gypsum Board applied at right angles to resilient furring channels 24"o.c. with 1" type S drywall screws 8"o.c. at ends and 12"o.c. at intermediate furring channels. Gypsum board end joints located midway between continuous channels and attached to additional pieces of channels 64" inches long with screws 8"o.c. Resilient furring channels applied at right angles to 2x10 wood joists 16"o.c. with 6d coated nails, 1-7/8" long, .085" shank, 1/4" heads, per joist. Wood joists supporting 5/8" plywood with exterior glue subfloor and 3/8" particle board. 3-1/2" fiberglass insulation friction fit in joist cavities supported alternately every 12" by wire rods and resilient furring channels. Sound and IIC tested with Carpet and pad. d "fest-tefen 'oe-3MT } ' Test # SSH GC-3MT' H^^: [Design If GA File* UL L515 FC 5300 STC-45 lie - 39 Link to .PDF file Link to .DWG fiie Link to .DWG/Text file 1/2"(12.7 mm) Fire-Shield C Gypsum Board applied at right angles to resilient furring channels 24"o.c. with 1" type S drywall screws 8"o.c. at ends and 12"o.c. at intermediate furring channels. Gypsum board end joints located midway between continuous channels and attached to additional pieces of channels 64" inches long with screws 8"o.c. Resilient furring channels applied at right angles to 2x10 wood joists 16"o.c. with 6d coated nails, 1-7/8" long, .085" shank, 1/4" heads, per joist. Wood joists supporting 5/8" plywood with exterior glue subfloor and 3/8" particle board. 3-1/2" fiberglass insulation friction fit in joist cavities supported alternately every 12" by wire rods and resilient furring channels. Sound test with carpet/pad, 3-1/2" fiberglass insulation= STC 50 ( ) lie test with Carpet and pad= 63 ( ) Design # GA File # FM FC-172 FC 5406 STC-N/A IIC-N/A Sound Test # N/A Test # N/A Link to .PDF file Link to .DWG file Link to .DWG/Text file Base Layer 5/8"(15.9 mm) Fire-Shield Gypsum Board applied at right angles to 2x10 wood joists 24"o.c. with 1-1/4" Type W or S drywall screws 24"oc. Face layer 5/8" Fire-Shield Gypsum Board applied at right angles to joists with 1-7/8" Type W or S drywall Screws 12"o.c. at joints and intermediate joists and 1-1/2" Type G screw 12" o .c placed 2" back on either side of end joints. Joints offset 24" from base layer joints. Wood joists supporting 1/2" wood structural panels applied at right angle to joists with 8d nails. Ceiling provides one hour fire resistance protection for framing, including trusses. Design # GA File# UL L522 FC5410 STC - 37 IIC-32 Link to .PDF file Link to .DWG file Link to .DWG/Text file 1/2"(12.7 mm) Fire-Shield C Gypsum Board applied at right angles to 2x10 wood joists 16"o.c. with 5d nails, 1-5/8" iong, .099" shank, 1/4" heads, 6"oc. Nails placed 3/4" from board edge joints and 1/2" from board end joints. Wood joists supporting 1" nominal T&G wood subfloor and 1" nominal wood finish floor, or 19/32" plywood finished floor with long edges T&G and 19/32" interior plywood with exterior glue subfloor perpendicular to joists with joints staggered. lie test with Carpet and pad= 66 ( ) Gypsum Board Partitions - Wood Framing 45 MIN Design# ULU317 GA Fiie # N/A STCV34 FIRE Design# ULU317 GA Fiie # N/A Sound Test # j NQC-3I1«L Link to .PDF file Link to .DWG file Link to .DWG/Text file 1/2" (12.7 mm) Fire-Shield C Gypsum Board applied vertically to each side of 2x4 wood studs 16" o.c. with 5d coated nails, 1-5/8" long, 0.086' shank, 15/64" heads, 7" o.c. at edges and intermediate studs. Joints of square edge, bevel edge or predecorated gypsum board may be left exposed. 1 Hour Design # ULU305 WP 3605 STC-35, FIRE Design # ULU305 WP 3605 Link to .PDF file Li nk to .DWG file Link to .DWG/Text file 5/8" (15.9 mm) Fire-Shield Gypsum Board or 5/8" XP Fire-Shield Gypsum Board applied horizontally or vertically to each side of 2x4 wood studs 16" o.c. with 6d coated nails, 1-7/8" long, 0.0915" shank, 1/4" heads, 7" o.c. at edges. Joints of square edge, bevel edge or predecorated gypsum board may be left exposed. Joints staggered 16" on opposite sides. 1 Hour FIRE Link to .PDF file Link to .DWG fiie Link to .DWG/Text file 5/8" (15.9 mm) Fire-Shield Gypsum Board or 5/8" XP Fire-Shield Gypsum Board applied horizontally or vertically to each side of 2x4 wood studs 24" o.c. with 6d coated nails, 1-7/8" long, 0.0915" shank, 1/4" heads, 7" o.c. at edges. Joints of square edge, bevel edge or predecorated gypsum board may be left exposed. Joints staggered 24" on opposite sides. 1 Hour FIRE .WP3241 1 wmmmiiiim Link to .PDF file Link to .DWG file Link to .DWG/Text file Resilient furring channels attached 24" o.c. horizontally to one side of 2x4 wood studs 16" or 24" o.c. with 1-1/4" type W screws. 1/2" x 3" gypsum board filler strips attached to floor and ceiling plates with M/4" type W screws 3'-0" o.c. 5/8" (15.9 mm) Fire-Shield C Gypsum Board applied horizontally to channel with 1" type S screws 12" o.c. on all edges and intermediate channels and atttached to top and bottom plates with 1-7/8" type S screws 12" o.c. Vertical butt joints between studs back-blocked with 20" long piece of resilient channel. 5/8" (15.9 mm) Fire-Shield C Gypsum Board applied horizontally on opposite side directly to wood studs with 1-1/4" type W screws spaced 12" o.c. Horizontall joints in line, vertical joints staggered each side. Mineral wool insulation 3" thick friction fit between studs. 2008 - National Gypsum Company Wood Stud Partitions uiiimney - Kange J-iooas - aroan Fage 1 ot 1 Bath and Ventilation Fans Range Hoods Attic Ventilation Heaters Whole House Ventilation Trash Compactors The Perfect Ventilation The leader m home ventilattm, BROAN offers the broadest hm of pfoducts nt North America, provKfing choices, style, value and a nams trust incfudiig ENERGY STAR* quaified ducted range hood models most ^opufsr sfyles. Each model includes energy efficient compact thdtprovides tMi^t cook top Aummabon and ktnger hfe than standard r'ood FyiX* AppliCirt fJll Ne«ls Krtchn Stylo 5 Products Found BROAN Elite 63000 (Rangemaster®) The perfect choice forthe household where cooking is the center of attention. The sleek frBe-hanging design of this model highlights a stylish focal point over any island or peninsula cook top. 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For t}>e optimum in quiet operation and perfbrmance consider the EX model that uses extemal blowers. 614804 6148Q4E.X Color/Finish Stainless Steel Stainless Steel Stainless Steel Product Width (inches) 35-7/16- 48- 48- CFM (Airflow) N/A 900 N/A Comparo • Add • Add • Add Customer Rating http://www.broan.com/products/filter/chimney-97a58a81 -7b8b-44e8-956] -d5aed08f62a4 5/21 /20 i 4 liiNbKLrY Sl AK(8) guaiiliea - Batn ana ventilation i^ans - iNuione Fage 1 014 NuTone HO C^V^ 0 :^ S Bath and Ventilation Fans Range Hoods Central Vacuum Systems Door Chimes Intercoms Ceiling Fans Ironing Centers NuTone Bath and Ventilation Fart^. /\s tha rnkjsnlial vmilMnn leader, NuToM olfcrs the yMsst range of conta inlenntlent ventilalion praducts avaHaHa. Many are tidualiy imovations you wDrh find anywheieeba Fkirthebtsslhgh-perfemianoe ENERGYSrAR^quaffiad^prodi :ts,you ca^oounlon^iuTene«Dreasymtla••lIan.l^Iulll•^a|)eralIonande)dended> >. : - ^ J Bathrooms Powder R(3om Kitchen Hoine Theater •:'^:^ A;Ks^ 80 Products Found ULTRA GREEN™ Single-Speed Fans From sound levels of <0.3 Sones-^the lowest rating achievatile—to miserly wattage levels and incredible power under static pressure, ULTRA GREEN™ Series delivers perfomiance for today's demanding requirements. Models Duct Size CFM e 0.10-ENERGY STARS Most Efficient 2014 Compare XN110 6-110 Yes • Add XN80 6-80 Yes • Add XN50 6-SO Yes • Add Customer Rating S # # # "k ULTRA GREEN™ Single-Speed Fans/Lights From sound levels of <0.3 Sones—Ihe knvesl rating achievable—to miseily wattage levels and incredible power under state prassure, ULTRA GREEN™ Sodea delivore perfomianoo for today's demanding fequirements. Models Duct Size CFM e 0.10-ENERGY STARB Most Efficient 2014 Compare XN110L 6" 110 Yes • Add XN80L 6" 80 Yes • Add XN50L er SO Yes • Add Customer Rating ULTRA GREEN™ MuiU-Speed Fans Fnxn sound levels of <0.3 Sones—the kiwest rating achievable—to misedy wattage levels and Incredible power under stalk: prassure, ULTRA GREEN™ Series delivora perfomianoe for today's demanding requirements. ZN110 ZN80 er er CFM 00.10- 110 80 ENERGY STARS Compare Most Efficient 2014 Yes Yes • Add • Add Customer Rating http://www.nutone.com/products/iilter/energy-star-qualified-lfcb68f6-c57e-4a7a-adb9-40... 5/21/2014 I 3-lab Kooting bliingles - Itiree-lab Slimgles Fage 1 ot 2 frcm NDflh Am*flca'i LatOrSl r^^^ioD^V '^<^SmartChaica9ftod[ System »HXI»KKMNG) Sokiian hoi ecnwd theprHti^oui Good ^•"*-^ House&sep^ Seal 30-Mony Color Options fe Choose From 25 Many Cobr Options to Choos.© From (hltp://vnvw.gaf.coin:80/Roo{ing/Residenfial/Producb/Shingles/31|nt|fa/^Mi^ CBVie>wer=none) CB\fi«wW-iioiie) (http://www.gaf.coin:80/Roofing/Residenlial/Pi CBViewer^none) s! scverasgn'' KdoRng ^r.inglss iffl^iyiiBistgfafMiK^a/LlMeiAh^^ CSViewei=nona) Marquis Vv'eastierMax' roofing stiingies are designed tor Koyul sovereign rooting sningies comdine a simple, lioiiieOwdeis wiio deiiiufid bopeiioi (jeii'oniiuiice, clussit iiiiieiess beauty Willi GAF's Advanced Froieciioii" >Jij:!C!ii!!f..i, ...iii.d u i) u-JuiOiioi uOy^iMi ii''- O boiic O-tCib ininui^ leCnno'oyy — iViokii'iy il Our iTiOSi pOuulcit' 3-tob shifiOtei httn-//i»A»A»7 (Tat f-rim/Kootirifr/lf (=>ciripritiai/Mrnriiir'tc/Shin«rlf>c/s I ahVi K ViPWf"r=nnnp ICC EVALUATION SERVICE ICC-ES Evaluation Report Most Widely Accepted and Trusted ESR-3267* Reissued December 1, 2013 Ttiis report is subject to renewal December 1, 2014. (800) 423-6587 j (562) 699-0543 A Subsidiary ofthe Intemational Code Council'^ DIVISION: 07 00 00—THERMAL AND MOISTURE PROTECTION Section: 07 31 13—Asphalt Shingles REPORT HOLDER: GAF 1361 ALPS ROAD WAYNE, NEW JERSEY 07470 (800) 365-7353 EVALUATION SUBJECT: GAF SHINGLE ROOF COVERING SYSTEMS 1.0 EVALUATION SCOPE Compiiance with the following codes: • 2012, 2009 and 2006 intemational Building Cotie® (IBC) • 2012, 2009 and 2006 intemational Residential Code® (IRC) Properties evaluated: • Weather resistance • Fire classification • Wind resistance 2.0 USES The GAF asphalt shingles described in this report are alternatives to asphalt shingles complying with IBC Section 1507.2 and IRC Section R905.2 and are Class A roof coverings when installed as described In this report. 3.0 DESCRIPTION 3.1 Shingles: 3.1.1 General: The GAF asphalt shingles comply with the ICC-ES Acceptance Criteria for Alternative Asphalt Roofing Shingles {AC438), and have been qualified for wind resistance as noted in Section 4.1.2 and Table 1. The shingles are available as three-tab. five-tab and laminated asphalt shingle roof coverings. See Table 1 and Figure 1 for recognized product names and classifications, shingle types, manufacturing locations, overall dimensions, maximum exposure to the weather and fastening details. The shingles are self-sealing by means of adhesive strips located on either the weather side or the underside. See Figure 1 for dimensions, nailing locations and adhesive strip location for field shingles. 3.1.2 Three-tab Shingles and Five-tab Shingles: Three-tab and five-tab shingles are composed of a single layer of reinforcing felt, impregnated and coated with surfacing material on the weather side and with a surfacing release agent on the underside. 3.1.3 Laminated Shingles: Laminated shingles are composed of multiple thicknesses of coated and surfaced reinforcing felt, cut and bonded together in different patterns. The weather side is surfaced with surfacing material on the weather side and with a surfacing release agent on the underside. 3.1.4 Hip and Ridge Cap Shingles: Hip and ridge cap shingles consist of reinforcing felt, impregnated and coated with asphalt on both sides and surfaced with surfacing material on the weather side and a surfacing release agent on the back side for use in covering hips and ridges. See Table 2 for product sizes, exposure to the weather and manufacturing locations. See also Figure 3. 3.1.4.1 Royal Sovereign® Ridge Cap Shingles: These ridge cap shingles are field-cut from Royal Sovereign® three-tab strip shingles. The field-cut ridge cap shingles are compatible with any of the GAF shingles recognized in this report. 3.1.4.2 Z® Ridge: These shingles are strips that are scored for separation into four ridge cap shingles. 3.1.4.3 Seal-A-Ridge'^: These shingles are strips that are scored for separation into three or four ridge cap shingles. Seal-A-Ridge ridge cap shingles are also labeled as Seal-A-Ridge® ArmorShield™ and Seal-A-Ridge® IR. 3.1.4.4 Rldglass'^: These shingles are individual, thick, ultra-high-profile ridge cap shingles available in three widths. 3.1.4.5 Timbertex®; These shingles are strips that are scored for separation into three ridge cap shingles. 3.1.5 Starter Shingles: 3.1.5.1 General: Starter Strip shingles are fectory-made shingles used under the first course of shingles being installed or applied on the roof See Table 2 for product sizes and manufacturing locations. See also Figure 2. 3.1.5.2 Pro-Start®: These shingles are strips that are scored for separation into two starter shingles. The surfacing material is on the weather side, with a surfacing release agent on the underside. The self-sealing strip edge is applied facing up and along the roof eave or rake edge. 3.1.5.3 WeatherBlocker™; These starter shingles are strips with perforations to assist with alignment of various shingle sizes. The mineral surfacing is on the weather side, with fine surfacing material on the underside. 3.1.5.4 Sequoia® - Canyon™ Starter: Sequoia® - Canyon'*' Starter is also labeled as Grand 'Revised February 2014 /('( -/:S fivahlunun iit:p'}rts tw no' U> he ir.nMnwil m repn'.svtmn^ iu->the(u:^- oi- any olher allnhmes my) speaficaVy ifddn's.'.:vii. mtr an' they ti> he cotumied ^ a\ nil enchrscmenl of ihc stibiecf ofthe reporf or a reeoiHmencitiflnnJor H.vt'. There /.v no warranty hy t('(' iivahtalton Service. t.L<^ \ expret;\ or tmpUetL as ^ lo ony fimthtyi or other molter m this report. ora\ to (Vty prodtm covered hythe reporl. ~ Copyright ©2014 Page 1 of 11 ESR-3267 I Most Widely Accepted and Trusted Page 2 of 11 Sequoia'/Grand Canyon Starter and StarterMatch^" Starter Strip: These starter shingles are color coordinated to match the Grand Sequoia®, Grand Sequoia® IR, Grand Canyon® and Sienna™ field shingles. The starter shingles must be installed as the second starter at the eaves on Grand Sequoia®, Grand Sequoia® IR, Grand Canyon® and Sienna™ applications. 3.2 Fasteners: Fasteners must comply with ASTM F1667 and must be minimum No. 12 gage [0.105-inch-diameter (2.67 mm) shank], ^/a-inch-diameter-head (9.5 mm), galvanized, stainless steel, aluminum or copper, barbed-, deformed-, or smooth-shank roofing nails. Fasteners must be of sufficient length to penetrate % inch (19.1 mm) into the sheathing, or through the sheathing, whichever is less. 3.3 Underlayment: Underiayment must comply with ASTM D226 Type I or Type 11, or ASTM 04869 Type 1 or Type II, or ASTM •6757. In areas where there has been a history of ice forming along the eaves causing a backup of water, an ice barrier in accordance with IBC Section 1507.2.8.2 or IRC Section R905.2.7.1 must be provided. 3.4 Asphalt Cement: Asphalt roofing cement used for hand-sealing the shingles must comply with ASTM D4586, Type I, Class 1, or Type 11, Class 1. 4.0 INSTALLATION 4.1 New Construction: 4.1.1 General: When installed on new construction in accordance with this section, the shingles are a Class A roof covering. The shingles, underiayment and flashings must be installed in accordance with IBC Section 1507.2 or IRC Section R905.2 except as noted in this report. The shingles must be installed over roof decks of code-complying, minimum ^/s-inch-thick (9.5 mm) exterior-grade plywood; ^/le-inch- thick (11.1 mm) oriented strand board (OSB); or nominally 1-inch-by-6-inch lumber installed as solid sheathing conforming to IBC Sections 2304.7.2 and 2308.10.8 and underiayment specified in Section 3.3. Minimum roof slope must be 2:12 (16.7 percent). 4.1.2 Application: 4.1.2.1 Fastening: Fasteners are as described in Section 3.2. Shingles must be fastened to the roof deck with a minimum of four fasteners or as shown in the Standard Nailing Pattern in Figure 1. Spacing of fasteners must be as shown in Figure 1, and each course of shingles must be offset from the preceding course as shown in the manufacturer's published installation instructions. 4.1.2.2 Shingle Sealing: In colder climates or wind regions where it is questionable whether the factory- applied adhesive will activate and seal the shingles, to ensure sealing, the shingles must be hand-sealed with a minimum of three 1-inch-diameter (25.4 mm) spots of asphalt roofing cement equally spaced on the unexposed surface across each shingle. For applications on slopes greater than 21:12, hand-sealing is required. Hand-sealing consists of applying a minimum of three 1-inch-diameter (25.4 mm) spots of asphalt roofing cement on the unexposed surface, equally spaced across each shingle. For three-tab and five-tab shingles, one spot of asphalt roofing cement is placed under each corner of each tab (two spots per tab); the tab must then be pressed into the cement. For laminated shingles, four equally spaced spots of asphalt roofing cement are placed under the exposed portion of the shingle; the shingle must then be pressed into the cement. See the manufacturer's published installation instructions for hand-sealing guidelines. The shingles must be hand-sealed to the safisfaction of the code official. 4.1.2.3 Hip and Ridge Shingles: Hip and ridge shingles must be placed evenly over hips and ridges (or over shingle-over ridge vents), and fastened to the roof deck with two fasteners, described in Section 3.2 of this report, located on either side of the shingle, on the fastener line shown in Figure 1. Staples must not be used to fasten the ridge cap shingles. 4.2 Installation—Reroofing: When installed over existing Class A or Class C asphalt shingle roofs in accordance with this section, the shingles described in this report are recognized as a Class A roof covering. The existing asphalt shingle roof covering must be inspected in accordance with the provisions and limitations of Section 1510 of the IBC or Section R907 of the IRC. Prior to the reroofing, hip and ridge covering.must be removed. Except as noted in this section, the shingles must t>e installed in accordance with Section 4.1 of this report. Fasteners must be of sufficient length to penetrate ^IA inch (19.1 mm) into the sheathing, or through the sheathing, whichever is less. Flashing and edging must comply with the following, as applicable: • IBC: Sections 1510.5 and 1510.6. • IRC: Secfions R907.5 and R907.6. 5.0 CONDITIONS OF USE The GAF asphalt shingle roof covering systems described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the foilowing conditions: 5.1 The shingles must be manufactured, identified, and installed in accordance with the applicable codes, this report, and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Application must be in accordance with Section 4.0 of this report. 5.3 The GAF shingle products are manufactured at the locations noted in Table 1, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Alternative Asphalt Roofing Shingles (AC438), dated March 2012 (editorially revised November 2012). 7.0 IDENTIFICATION Each bundle of shingles must bear a label with the name and address of the GAF manufacturing plant location; the product name; the roof classification (Class A); the installation instructions; the evaluation report number (ESR-3267): and a reference indicating compliance with ASTM D3161 Class F or ASTM D7158, Class H, as applicable. Additionally, each bundle of shingles must be marked with the area of roof surface covered and the style, type and color of the product. ESR-3267 I Most Wideiy Accepted and Trusted Page 3 of 11 TABLE 1—GAF SHINGLES - PRODUCT DESCRIPTIONS AND MANUFACTURING LOCATIONS SHINGLE SHINGLE TYPE PLANT LOCATION DIMENSIONS (height x width) (inches) MAXIMUM EXPOSURE TO THE WEATHER (inches) LOCATION OF NAIL LINE' (inches) WIND RESISTANCE CLASSIFICATION Royal Sovereign® Fontana, CA 6 ASTMD3161, Class F ASTM 07158, Class H Royal Sovereign® Three-tab Dallas, TX Minneapolis, MN Mobile. AL Mt. Vernon. IN Myerstown, PA Savannah, GA Tampa, FL Tuscaloosa, AL 12x36 5 ASTM 03161, Class F ASTM D7158, Class H Marquis® WeatherMax® Three-tab Mt. Vernon, IN 12x36 5 5% ASTMD3161, Class F ASTM D7158, Class H Sentinel* Three-tab Dallas, TX Mobile. AL Mt. Vernon, IN Savannah, GA Tuscaloosa, AL 12x36 5 5% ASTMD3161, Class F ASTM D7158, Class H Sentinel* Three-tab Fontana, CA 13V4x39'/8 5% 6 ASTM D7158, Class H Slateline® Five-tab Mt. Vernon, IN 17x40 th 9 ASTMD3161, Class F ASTMD7158, Class H Camelot* Camelot* II Laminated Mt. Vernon, IN 17x34'/2 7% ASTMD3161, Class F ASTM D7158. Class H Country Mansion* Country Mansion* II Laminated Mt. Vemon. IN 17x40 7'h 8 ASTMD3161, Class F ASTM D7158, Class H Grand Canyon* Laminated Fontana, CA Mt. Vernon, IN 17x40 5 11 ASTMD3161, Class F ASTM D7158, Class H Grand Slate™ Grand Slate™ II Laminated Mt. Vernon, IN 17x40 7V, 8 ASTMD3161, Class F ASTM D7158, Class H Grand Sequoia* Laminated Fontana, CA Mt. Vernon, IN 17x40 5 11 ASTMD3161, Class F ASTMD7158, Class H Grand Sequoia* IR Laminated Fontana, CA 17x40 5 11 ASTM D3161, Class F ASTM D7158, Class H Timberline* ArmorShield™ II Laminated Ennis, TX Tuscaloosa, AL 13V«x38'/4 5% 6 ASTMD3161, Class F ASTMD7158, Class H For SI: 1 inch = 25,4 mm, 1 lb/100 ft* = 0.0488 kg/m^ IHP V.Pi-page 1 of 2 Dealer Locator (/dealers) | Dealer Login (http://ihpconnect.com/) | Safety (/safety) | Buying Guide (/buying_guide/product_finders) Home (/) > PrJ5i5&tlV(Pr?3J^lf ^F|SS?</^.°6y§T^Pl^ao3s Architects & Builders (/architects_and_builders/product_searches) Contact (/contact) FIREPLACES (/PRODUCrS/T/FIREPLACES) • GAS FIREPLACES (/PRODUCTS/T/SUPERIOR-GAS- FIREPLACES) • WOOD-BURNING FIREPLACES (/PRODUaS/T/SUPERIOR-WOOD- BURNING-flREPLACES) • ELECTRIC FIREPLACES (/PRODUCTS/T/ELECTRIC-FIREPLACES) GAS LOGS (/PRODUCTS/T/GAS-LOGS) • VENT-FREE LOGS (/PRODUCTS/T/VENTFREE-LOGS) • VENTED LOGS (/PRODUCTS/T/VENTED-LOGS) OUTDOOR PRODUCTS (/PRODUCTS/T/OUTDOOR- PRODUCTS) FIREPLACE INSERTS (/PRODUCTS/T/FIREPLACE- INSERTS) STOVES (/PRODUCTS/T/SUPERIORSTOVES) VENTING ACCESSORIES (/PRODUCTS/T/VENTING- ACCESSORIES) VRT3500 Products (/products) Why Superior? (/about_brand/abouts) News (/news) Full-size, vent-free universal fireboxes with the classic look of a traditional fireplace with an expansive tall opening. OVERVIEW SPECIFICATIONS OPTIONS WHERE TO BUY (/DEALERS) DOCUMENTS The VRT35 fireboxes deliver a vent-free louverless design that can be installed just atxxrt anywhere in the living room or family room of your home, apartment, or condo. Because there is no chimney, it is perfect for renovation or remodeling. These units are easy-to-install firebox enclosures that will accommodate a variety of vent-free gas log sets. With a realistic brick-lined interior and a clean, louver- free exterior, the VRT35 provides the ideal means for enjoying the warm ambtiance of fire. \uperior {/) Home Search Dealer Locator (/dealers) Dealer Login {http://ihpconnect.com) Contact (/contact) Products (/products) Fireplaces (/products/t/fi replaces) Outdoor Products (/products/t/outdoor- products) About Our Mission (/about_brand/abouts) Technologies Tech Support Product Manuals (/tech_support/documents) Troubleshooting (/about_bidnd/tcu'inolocji^)ech_sup(jui"t/taqs} http://superiorfireplaces.us.com/prnducts/21 5/21/20] 4 IHF Page 1 of 3 Dealer Locator (/dealeis) I Dealer Login (httpV/ilipconnectcom/) | Safety (/safety) | Buying Guide (/buying_gude/product_find<-is) uperipr Tech Support (/tech_support/docunnents) Architects & Builders (/architects_and_builders/product_searches) Contact (/contact) PRODUCT SEARCH (/architects_and_builders/product_searche$) LISTING NUMBERS (/architects_and_builders/listin9_number5) Products (/products) Why Superior? 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Gas Fireplaces Wood-Burning Fireplaces Electric Fireplaces Vent-Free Logs Vented Logs Fireplace Inserts Outdoor Products Stoves Venting Accessories Gas Fireplaces Model /' Standard I DRT63 (/pfoducts/15) ANSI Z21.50 Testing Agency / Reporting Number Canada UL (OTL) WHI (ITS) Intertek 100513650PRT.001 WA NY crrv State (MEA) EPA PFS DRT40 (/products/16) ANSI Z21.50 PFS Corp F09-99 DRL43(/p»wlucts/17) ANSIZ21.50 PFS Corp Fl 1-026 VRT60 (/products/20) VRT35 (/products/21) ANSIZ21.91 VR(C)T30 (/pfoducts/22) 116-1^ 38-5 G1-0606- Not 278 Required PFS Corp F09-130 PFS Corp F12^)20 BCT25 (/products/43) ANSIZ21.50 PFS Corp F09-155 BRT2(V^25 (/products/44) ANSI 221.50 PFS Corp F09-157 BRT40 (/products/45) ANSI Z21.50 PFS Corp F09-143 DRC20 (/products/46) ANSI Z21.88 PFS Corp F13-095 DRC63 (/products/47) ANSIZ21.50 Intertek 100513650PRT4H)1 DRL30 (/products/48) ANSIZ21.88 Intertek 100513652PRT4X)1a http://superiorfireplaces.us.com/architects_and_builders/listing_numbers 5/21/2014 IHP Page 2 of 3 Gas Fireplaces Testing AgeiKy / Reporting Number Model DRL65 (/products/49) ANSI Z21.88 (OTL) WHI (ITS) Intertek 100404899PRT-001 WA State NY CITY (MEA) DRT20 (/products/50) ANSI Z21.88 PFS Corp F13-095 VR(C)T20 (/produrts/51) PFS Corp F12-020 VR(C)T43 (/products/52) VRT2 5 (/products/53) ANSIZ21.91 VCM3026 (/products/132) VRT45 (/products/134) LSS3540 (/products/174) EDV-35/40/45 (/products/176) EDVCR/CL (/products/178) ANSI Z21.11.2-2013 ANSI Z21.88 ANSI Z21.88 ANSI Z21.88 EDVST (/products/180) ANSIZ21.88 EDVPF (/products/182) ANSIZ21.88 MPD (/products/184) ANSIZ21.88 ANSI Z21.88- 2002 ANSI Z21.88a ELDV-35/40/45 {/products/186) MPD3SST (/product^ 188) MPD35PF (/producte/190) MPDP-3S/40 (/products/192) MPBST(/products/19e) ANSIZ21.50 CGA-2.17- M91 CGA 2.17 M91 CGA 2.17 M91 116-F- 38-S 116-F02- 05 116^^ 39-5 116-1^ 28-5 116f- 27-5 116-F^)5-5 116.^04-5 116-F04-5 116-F-04-5 J20006711 PFS Corp F09-130 G1-0606- 278 PFS Corp F09-130 524.06-E 342-03-E 342-03-E 342-03-E 357-03-E 361-06-E 377-07-E 41805-E Home Search Products (/products) About Tech Support http://superiorfireplaces.us.com/architects_and_builders/listing_numbers 5/21/2014 ^ CITY OF CERTIFICATION OF Development Services ^ CITY OF SCHOOL FEES PAID Building Department 1635 Faraday Avenue CARLSBAD B-34 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type Residential: Taylor Residence Proiect ID: CT/MS: CB140975 &CB140976 2371 & 2373 Buena Vista Cr. 155-221-08-00 David Taylor Addition w/2 DU Residential NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 640 Square Feet of Living Area in SDU Residential Additions: 1,037 Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information.-Tanet JACtar Date 5/22/2014 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD 1^ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) O Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) 1 1 San IViarcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 11 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 x5514 ) B-34 Page 1 of 2 Rev, 03/09 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building pennit is issued or ifthe initial detemiination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) **********************************************************^ THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE CARLSBAD UNIRED SCHOOL OISTRICT 6??S a CAMINO REAI CARLSBAI^ CA 92009 PHONE NUMBER Signature: B-34 Date: Page 2 of 2 Rev, 03/09 PLUMBING, Development Services ELECTRICAL, Building Division CITY OF MECHANICAL 1635 Faraday Avenue 760-602-2719 CARLSBAD WORKSHEET B-18 www.carlsbadca.gov Buildine(5)ca risbadca.gov Project Adciress: Permit No.: Information provkled below refers to worh being done on the above mentioned permit only. This form must be completed and returned to the Buildinq Division before the permit can be issMed. Building Dept FCDC (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains . 1 New building sewer line? Ves No X Number of new roof drains? "fr Install/alter water line? Number of new water heaters? . .... ...—. ^ Number of new, relocated or replaced gas outlets? ^ Number of new hose bibs? ^ Residentiai Pemiits: New/ex|3anded service: Number of new amps: Minor Remodel onfy: Ves )( No Commerdal/industriai: Tenant Improvement Number of existing am|3s invoh/ed in thh proiecb Number of new amps involved in tiiis project New Construction: Amps per Panel: Single Phase Number of new ampere$_ Three Phase Number of new amperes_ Three Phase 480 Number of new amperes_ Number of new fumaces, A/C, or heat pumps? ^ New or relocated duct work? Ves No Number of new fireplaces? . . ^ Number of new exhaust fans? ^ Relocate/install vent? 1 Number of new exhaust hoods? Number of new boilers or compressors?. Number of HP B-18 Page 1 of 1 Rev. 03/09 City of Carlsbad Permit No: Address Valuation Worksheet Assessor Parcel No. Date Building Division Type of Worit Area of Work Multiplier VALUE SFD and Duplexes 640 $110.17 $70,508.80 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $70,509 Comm/Res (C/R): C Building Fee $553 52 Plan Check Fee $387 46 Strong Motion Fee $15 00 Green Bldg. Stand. Fee $1 00 Green Bldg PC Fee $150 00 License Tax/PFF $2,467 81 License Tax/PFF (in CFD) $1,283 26 CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical TBD TBD TBD $70,508.80 CFD 0 Yes {PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: City of Carlsbad Valuation Workslieet Building Division Permit No: Address Assessor Parcel No. Date By JMA Type of Work Area of Work Multiplier VALUE SFD and Duplexes 640 $110.17 $70,508.80 Residential Additions 977 $131.73 $128,700.21 Remodels / Lofts 1,000 $57.48 $57,480.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 268 $28.74 $7,702.32 Patio/Porch/Carport 320 $9.58 $3,065.60 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 90 $15.57 $1,401.30 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $268,858.23 Valuation: $268,858 Comm/Res (C/R): C Building Fee $1,358 10 Plan Check Fee $950 67 Strong Motion Fee $56 00 Green Bldg. Stand. Fee $8 00 Green Bldg PC Fee $150 00 License Tax/PFF $9,410 04 License Tax/PFF (in CFD) $4,893 22 CFD 1st hour of Plan CheckFire Expedite Plunnbing Mechanical Electrical TBD TBD TBD CFD 0 Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: Janet Altar From: CHUCK <cmendenhall@esgil.conn> Sent: Wednesday, May 21, 2014 2:03 PM To: Janet Altar; KURT Subject: RE: PC14-22 Accurate Fees Janet, RECORD COPY I agree v/ith you that the areas and fees should be accurate. You can't rely on the areas on the cover sheet ofthe plans (that is probably for Coastal Connmission reporting), I have looked over the plans and the areas and fees are accurate. I basically ignore the information on the cover sheet and look at the architectural and structural plans to determine what is really proposed. If you go to Google Earth and check out the existing, you'll find a little one story 1950's house that looks nothing like the proposed finished product, A complete new 2nd story is proposed as shown on sheet 3a, The area of this 2nd story is very close to 1540 sq ft, (I double checked). The existing garage and carport is pretty much being torn down to the ground. See sheet 2a and SI, S2. There is a little bit of one existing wall that will remain along the South wall of the garage. There are 2 new covered terraces being added front and rear. See sheets 2a and SI, S2, All existing windows are being replaced and the whole existing 1st floor is being remodeled. In addition the plans show a bump out addition to the Family Rm and Kitchen at the 1st floor (this bump out is approx, 135 sq ft), Again, I stand by my valuation and areas of the remodel and addition that were shown on the valuation summary sheet from EsGil, Chuck Mendenhall Vice President EsGil Corporation In (partnersliip witfi government for (BuiCding Safety 9320 Chesapeake Dr., Suite 208 San Diego, CA 92123 858-560-1468 858-560-1576 fax www.esqil.com cmendenhalKSi.esqil.com From: KURT On Behalf Of mail Sent: Wednesday, May 21, 2014 7:51 AM PC140022 2371 BUENA VISTA CR TAYLOR: REMODEUADDITION/2DU CB140975 2371 BUENA VISTA CR TAYLOR: 1037 SF ADDITION/ CB140976 2373 BUENAV TAYLOR: 640 SF ATTACHED 2DU s/zW/i- ^^W^ ^cu>^^c^^rH G^,^<S><fs(^-c, Final Inspection required by: • Plan a CM&I SW Approved BUILDING U)jr»r><a^ PLANNING I ENGINEERING RRE Expedite? Y N DIGITAL FILES Required? Y N Forms/Fees HazHealthAPCD School Stormwater Special Inspecjion CFD: Y ^Qi^ LandUse: Density: ImpArea: N ^-A^ Comments Building ^[V\H\((.\ Planning Engineering Flre Need? ^ Spaa I