The URL can be used to link to this page

Home My WebLink About182 CHINQUAPIN AVE; C; CB130074; Permit03-19-2015 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Residential Permit Permit No: CBI30074 Building Inspection Request Line (760) 602-2725 182 CHINQUAPIN AV CBAD St: C RESDNTL Sub Type: RAD Status: ISSUED 2060131100 Lot#; 0 Applied: 01/09/2013 $64,141.00 Constuction Type: 5B Entered By: LSM Reference # 0 Structure Type 0 Bathrooms Orig PG # KOEPKE RES- REMODEL 661 SF ADD 170 SF TURRET, ADD 61 SF TO 2ND FLOOR DECK AND BUILD NEW 180 SF ROOF DECK Plan Approved: 02/22/2013 Issued: 02/22/2013 Inspect Area: PY Plan Check #: Applicant; STEPHANIE LUPTON Owner: KOEPKE SURVIVORS TRUST 01-10-89 POBOX 2216 SAN MARCOS 760-224-9704 CA 92079 P 0 BOX 27342 SAN DIEGO CA 92198 Building Permit $524.12 Meter Size Add'l Building Permit Fee ($190.00) Add'l Red. Water Con. Fee $0,00 Plan Check $366.88 Meter Fee $0.00 Add'l Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $6.41 PFF (3105540) $0.00 Park In Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BTD #2 Fee $0.00 Sidewalk Fee $0.00 BTD #3 Fee $0.00 PLUMBING TOTAL $87.00 Renewal Fee $0.00 ELECTRICAL TOTAL $41.00 Add'l Renewal Fee $0.00 MECHANICAL TOTAL $53.61 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $0.00 Add'l Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Reel. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB1473) Fee $1.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 Green Bldg Stands Plan Chk Fee TOTAL PERMIT FEES $890.02 Total Fees: $890.02 Tcftal Payments to Date $890.02 Balance Due: $0.00 Inspector: FINAL ARPRQVAL / Date: Clearance: NOTICE: Please tal(e NOTICSthat #)proval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You nave 90 days from the date this pemiit 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 infonnation 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 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 oreviouslv been given a NOTICE similar to this, or as to which the statute of limitations has previouslv otherwise expired. THE FOLLOWING APPROVALS REQUIRED PRIORTO PERMIT ISSUANCE: H PLANNING CJENGINEERING :: E^LANNING QINC 1^ ILDING I FIRE • HEALTH • HAZMAT/APCO A. ^ CITY OF CARLSBAD Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: buldllng@carlsbadca.gov www.carlsbadca.gov Plan Check No. Cb t %00 > <f Est. Value 69^ Plan Ck. Deposit 'B8 Date I 43 SWPP JOB ADDRESS LOT» f I PHASE # [#• SUITE#/SPACE#/UNIT# 20fe - 01^ - // CT/PROJECT # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE YES • # NOD AIR CONDITIONING YES •NOD FlRESPRINKLERS YES • NOD APPUCANT NAME (Primary Contact) APPLICANT NAME (Secondary Contact) ADDRESS ADDRESS CITY S^lkv ^Aa^^S. STATE CA ZIP CITY STATE PHONE FAX PHONE FAX EMAIL EMAIL OQ. CS>V\/^ PROPERTY OWNER NAIVIE CONTRACTOR BUS. NAME ADDRESS ADDRESS ' /STATE zip CITY CITY STATE PHONE PHONE FAX EMAIL ARCH/DESIGNER NAME & ADDRESS J fS STATE LIC. # CITY BUS. LIC.# (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 appiicant for such permit to fite a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law ICnapter 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 • - -civil penalty of not more than five hundred dollars ($500)). any applicant for a permit subjects the appiicant to a Workers' Compensation Declaration: / hereiy affi/m under penaftc ofpeijury one of the following declarations: O I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the perfonnance of the work for which this perni It is issued. • I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, (or the performance of the work for which this pennit is issued. My workers' compensation insurance carrier and policy number are; Insurance Co. Policy No, Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. ^ Certificate of Exemption: I certify that in the performance of the wori( for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 ofthe Labor code, interest and attomey's fees. ^^S* CONTRACTOR SIGNATURE aAGENT DATE —rrr-- / hereby affirm that i am exempt from Contractor's Ucense Law for the foiiowing reason: • I, as owner of the property or my employees with wages as their sole compensation, will do the wort( and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves Ihereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). Vj I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of ^ property who builds or improves Ihereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law), • I am exempt under Section Business and Professions Code for this reason; 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl O Yes • No 2,1 (have / have not) signed an application for a building pennit for the proposed work, 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): 4.1 plan to provide portions of Ihe work, but I have hired the following person to coordinate, supereise and provide the major wort (include name / address / phone / contractors' license number): 5.1 will provide some of the work, but i have contrxted (hired) the follov/ing persons to provide the wort< indicated (include name / address / phone / type of work): vfiTpROPERTY OWNER SIGNATUR^ •AGENT DATE NLY Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505,25533 or 26534 ot the Presley-Tanner Hazardous Substance Account Act? O Yes D No Is the applicant or future building occupant required to obtain a permit ftom the air pollution control district or air quality management district? O Yes • No Is the facility to be constmcted within 1,000 teet of the outer boundary of a school site? • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I hereby affirm that there is a constmction lending agency for the perfonnance of the wori( this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address i I cetti^ that I have read the applk:atk)n and state thatthe above inforniation is conBct and that the infofmation on the plans is accuiate. I agree to compiywith all City ordinances and State laws relating to building constructkin. I heiBby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspeclion purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CiTY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA; An OSHA pemiit is required for excavations over 5'0' deep and demolition or constaiction of shJctures over 3 stories in height. EXPIRATION; Every permit issued by the Buikjipg-etfcial under the provisions of this Code shall expire by limitation and become null and void if the buikJing or vwrk authorized by such pemiit is not commenced wilhin 180 days ftom Ihe date of such permit or ifthe j|iilding)ir wDri< authorized by such permit is suspended or abandoned at any time after the vioik is commenced for a period of 180 days (Section 106,4.4 Uniform Buiiding Ccuje). ^eiTAPPLICANT'S SIGNATURE tV^X —• ' DATE j _ ^ j ^ STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at finai inspection. Fax (760) 602-8550, Email viww.buildina@carlsbadca.aov or Mall the completed form to City of Carisbad, Building Division 1635 Faraday Avenue, Carisbad, Califomia 92008. C0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EIVIAIL OCCUPANT S BUS. LIC, No. DELiVERY OPTIONS • PICK UP: • CONTACT (Listed above) o OCCUPANT (Listed above) !• CONTRACTOR (On Pg. 1) • MAILTO: o CONTACT (Listed above) • OCCUPANT (Listed above) • CONTRACTOR (On Pg. 1) • MAIL / FAX TO OTHER: • ASSOCIATED CB# • NO CHANGE IN USE / NO CONSTRUCTION o CHANGE OF USE/NO CONSTRUCTION • ASSOCIATED CB# • NO CHANGE IN USE / NO CONSTRUCTION o CHANGE OF USE/NO CONSTRUCTION .e?APPLICANT'S SIGNATURE DATE Inspection List Permit*: CB130074 Type: RESDNTL RAD Date Inspection Item 03/18/2015 89 Final Combo 03/18/2015 89 Final Combo 10/24/2014 18 Exterior Latii/Drywail 07/29/2014 14 Frame/Steel/Bolting/Weldin 07/25/2014 14 Frame/Steel/Bolting/Weldin 07/24/2014 14 Frame/Steel/Bolting/Weldin 07/03/2014 11 Ftg/Foundation/Piers 04/10/2014 19 Final Structural 02/25/2014 29 Final Plumbing 09/26/2013 18 Exterior Lath/Drywall 08/12/2013 17 Interior Latti/Drywall 07/19/2013 84 Rough Combo 07/10/2013 24 Rough/Topout 06/07/2013 13 Shear Panels/HD's 06/07/2013 15 Roof/Reroof 06/07/2013 15 Roof/Reroof 04/23/2013 14 Frame/Steel/Bolting/Weldin 03/07/2013 11 Ftg/Foundation/Piers Inspector PY PY PY PB PY PD PY PY PY PD PY PY PY PY PY PY PY Act AP Rl AP CA NR CA AP NR NR AP PA AP PA AP AP PA PA AP KOEPKE RES- REMODEL 661 SF ADD 170 SF TURRET, ADD 61 SF TO 2ND Comments PM PLEASE floor heat coils shear wall at garage Thursday, March 19, 2015 Page 1 of 1 Carlsbad 13-0074 01/17/13 St SPECIAL INSPECTION ""'"""'Z^XZ ^ CITY OF AGREEMENT 1635 Faraday Avenue PAD I ^RAPl B-45 760 602 2719 V«,/^I\L.«JD/AL/ www.carlsbadca.gov In accordance with Chapter 17 of the Caiifomia Building Code the following must be completed when Work being performed requires special inspection, structural observation and construction material testing. 'roject/Permit: ^(^i 300"^M Project Address: /^^ Cl^i^,^ (/A^H^ , (^''^ ^ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder JS^. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print)_ (First) ^ (MT) (Lasl) Mailing Address: Fmail ^karl^Sl^UfJ ^W^ail-(^1^ Phnne RS" g - gZ f - f r£ 6 lam: ^l^roperty Owner QProperty Owner's Agent of Record QArchitect of Record QEngineer of Record State of California Registration Numbec "Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the lavi/s of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections notion the a^roved plans and, as required by the California Building Code. Signature^^^ Date: T^Z^'^^/^ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706J. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check if you are Ovmer-Builder O Name: (Please print) _ /^t3,g^ llYxJ ;f0 (Firsl) I (Ml) (Lasl) IVIailing Address: Fmail 9l\A r-ksU l^(d ^^UM-^i / • Colvs Phone:_ g^g- gZ,^- State of California Contractor's License Number: Expiration Date: • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • 1 acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • 1 will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a final report / letter In comoliance with CBC Section 1704.1.2 prior to reQuesting tinal inspection. / Signature; /—^/L-g^/^AJQ Date: B-45 Pagel of1 Rev. 08/11 ^SenSpec BuHding Consulumis 760.720.7125 Tom Sears Tom Sears Construction Carlsbad, Ca. March 7, 2013 RE: Special Inspection 182 Chinquapin Carlsbad, Ca. The installation of ten (10) #4 Rebar dowels 6" into the foundation using Simpson SET XP epoxy, was observed at 8:00 a.m. March 7, 2013. The installation was done in accordance with standard building practices and the instructions on unexpired tubes of Simpson SET XP epoxy. Bill Van Tassel Inspection Number: SI303071 EsGii Corporation In (PartnersHip witH government for (BuiCifing Safety DATE: 02/14/13 •APPLICANT /Q JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-0074 SET: II PROJECT ADDRESS: 182 Chinquapin Ave. PROJECT NAME: Remodel/Addition/Roof Deck/Deck Extension for Koepke I I Jhe plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 3 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 list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: 1^ 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: Date contacted: (by: ) Email: Mail Telephone Fax In Person 3 REMARKS: 1) Designer to sign the architectural sheets. 2) Owner/designer to sign the CF1-R forms. 3) Complete special inspection form for items listed on SN-1. 4) Transfer notes in red to set(s) at the City. On sheet A-3 note 36" clears at top of stairs and 42" guard at stainwell. City to verify if exempting project from soils report (Engineer used 1000 psf) Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC(P)02/11/13 9320 Chesapeake Drive, Suite 208 • San Diego, CaHfornia 92123 • (858)560-1468 • Fax (858) 560-1576 EsGii Corporation In (PartnersHip witH government for (BuiCtfing Safety DATE: 02/14/13 •APPLICANT /•JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-0074 SET: II PROJECT ADDRESS: 182 Chinquapin Ave. PROJECT NAME: Remodel/Addition/Roof Deck/Deck Extension for Koepke I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. Kl 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 list is enclosed for the jurisdiction to fonward to the applicant contact person. I I The applicant's copy of the check list has been sent to: IXI 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: Date contacted: (by: ) Email: Mail Telephone Fax In Person XI REMARKS: 1) Designer to sign the architectural sheets. 2) Owner/designer to sign the CF1-R forms. 3) Complete special inspection form for items listed on SN-1. 4) Transfer notes in red ink to set(s) at the City. On sheet A-3 note 36" clears at top of stairs and 42" guard at stainA/ell. 5) City to verify if exempting project from soils report (Engineer used 1000 psf). By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC(P)02/11/13 9320 Chesapeake Drive, Suite 208 • San Diego, Caiifomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-0074 01/17/13 1. Please make all con-ections on the original tracings, as requested in the con-ection list. Submit 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 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one con-ected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. 3. Owner/designer to sign the CF1-R forms. y. Noting occupancy on cover sheet to be a R3 and should be R1 is a triplex and please note if building is fire sprinklered or not. A- I Please show on the plans the required rating for openings in exterior walls, based on fire separation distance. Tables 715.4 and 715.5. All new construction must comply with the current code. The new /replaced walls at east side must be detailed and referenced reflecting how one hour is to be obtained as current code requires one hour construction between 5 and 10 ft ^J^CP*^ ^/A3 ^ Projections shall not extend beyond the distance determined by the following two methods, whichever results in the lesser projection (Section 705.2): a) A point one-third the distance from the exterior face of the wall to the lot line where protected openings (or a combination of protected and unprotected openings) are required in the exterior wall. For exterior walls that are in the range of 3' to 20' from the lot line, this will govem. b) A point one-half the distance from the exterior face of the wall to the lot line where all openings in the exterior wall are permitted to be unprotected or the building is equipped throughout with an automatic sprinkler system installed under the provisions of Section 705.8.2. /cW More than 12 inches into areas where openings are prohibited. Openings ^""^^ are prohibited less than 5 ft of property line. Pians to reflect maximum eave projections on the east side where walls are shown 5 ft from property line. 12,'' nsK< oo?i bvrtrWwNi^ t)^oi*iw\ enftV «»'»ti-t Carlsbad 13-0074 01/17/13 j^. Combustible projections located where openings are required to be protected (or where openings are prohibited) shall be heavy timber or 1-hour fire-resistance- rated construction. For most buildings, this applies to projections within 5' ofthe iot line in nonsprinklered buildings, and 3' for sprinklered buildings. Section 705.2.3. Please detail and reference how eaves are to be protected on the . east side including underside of deck extension on the south side, (^ijjtulf 2 ' V|ft -S Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire-resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Section 704.10. fit^.vsxM' #l^A''J Per Table 705.B unprotected openings (5 to 10 ft from property line) in non sprinklered builders are limited to 10% ofthe wall area and in sprinklered buildings 25%. The east elevation appears to comply but the west side guardrail would be in question. This wall must be 1 hour and with cable railing the maximum 10% would be exceeded.^ f«»\.«.cAv^ ev;>(^VA ./tr^s r^Uit^A yf^ Please note on plans that any modifications to any existing rated walls , , Is Az/ floor/ceiling assemblies as well as any sound transmission requirements. •K<'<- /^^-^ y(. Provide a note on the plans stating: "Penetrations of fire walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with IBC Section 713." rirt NoAr*. fp^ --j The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness ofthe glass railing and must be tempered. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 ^t/sPi- The truss calculations provided are unreadable in places. Please provide clean copies or truss calculations and please provide evidence that the engineer-of- record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2. pUr (IA) The truss calculations are reflecting a flat truss at gable ends with interior scissor trusses. This would create a hinge point as shown and would not be allowed. Please revise gable end truss to be a gable end scissor truss with rake walls are to be ballooned framed or engineer-of-record to address how out of plane wind loading for example. y^. Details 3 thru 5 on A-6 to reflect depth of required nosing (between VA" and 1-Vi"). Carlsbad 13-0074 01/17/13 yf. A nosing (shall be provided on stainvays with solid risers. Exception: No nosing is required ifthe tread depth is at least 11 inches. Section R311.7.4.3. yt^. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stainwells if applicable. Section R308.4 See 1632 windows at stairwell or note minimum 5 ft above nosing of threads. . yS. Could not determine what the appliance is as shown at upper roof deck on A-3. Detail and reference how beams will be supported where they intersect over post(s) i.e. ECCLL's at the corners? See outside corner where RB1 abuts 4 x8 for example and the intersection of the 4 x12's at stairwell at turret floor framing. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along | the wall line is more than 24 inches. 4' ^ «U««^*'* i o A-^ ^ stc»b««^ A balcony, deck, or porch that is greater in area than 20 square feet and is ••f '^l**^^ accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI protected .See 2""^ floor deck where adding additional 61 sq ft. <i vJe •vMe^V fj<^^ Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets. The guardrail at 3"^ story turret area I is considered wall space. If an open guard then show floor outlet. A'S*. .floor (KI+^^O-JUU/\v^'Vvtnr«4r No detail provided for interior guardrail. Could not determine what is supporting the 4 x4 post at the east side of FBI? Show anchored veneer support and connections attached to wood. Show ties, #9 wire in horizontal joints, foundation support etc. If cultured stone then note this and provide listing number. <A*Vw-t "^"5 / 9P"L- ^6y Please verify that all hold down locations reflect an appropriate detail i.e. from ^-^^ floor to floor, floor to beams, floor to rim joist where applicable. See 4 ft shear panel with HDU5's to FB 4 at line 6 . • CITY OF CARLSBAD REQUIREMENTS 27. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Carlsbad 13-0074 01/17/13 (23) All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. if a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1000 psf for this exception. Please verify if Carlsbad is going to exempt this pro[ect from a soils report and if they do then per their policy can only us| ^ insteadof the 1500 using Der"sHeet 45 of the calculations: To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray FuUer at Esgil Corporation. Thank you. EsGil Corporation In (PartnersHip witH government for (Buifdtng Safety DATE: 01/17/13 •^APPLICANT ^/Q JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-0074 SET: I PROJECT ADDRESS: 182 Chinquapin Ave. PROJECT NAME: Remodel/Addition/Roof Deck/Deck Extension for Koepke I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. K 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 fonward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Stephanie Lupton Telephone #: (760)224-9704 Fax #: (760) 798-1819 Post Office Box 2216 San Marcos, Ca. 92079 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Stephanie Lupton Telephone #: (760) 224-9704 Fax #: (760) 798-1819 Date contacted: (by: ) Email: sildrafting(a)vahoo.com Mail Telephone Fax In Person • REMARKS: By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 01/14/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-0074 01/17/13 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 13-0074 JURISDICTION: Carlsbad PROJECT ADDRESS: 182 Chinquapin Ave. FLOOR AREA: Remodel 661 Addition 170 Roof Deck 180 Deck Extension 61 STORIES: 3 HEIGHT: 28 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 01/09/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 01/14/13 DATE INITIAL PLAN REVIEW COMPLETED: 01/17/13 PLANREVIEWER: Ray Fuller 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 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 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 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-0074 01/17/13 1. Please make all corrections on the original tracings, as requested in the correction list. Submit 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 Carisbad Building Department, 1635 Faraday Ave., Carisbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carisbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. 3. Owner/designer to sign the CF1-R forms. 4. Noting occupancy on cover sheet to be a R3 and should be Rl is a triplex and please note if building is fire sprinklered or not. 5. Please show on the plans the required rating for openings in exterior walls, based on fire separation distance. Tables 715.4 and 715.5. All new construction must comply with the current code. The new /replaced walls at east side must be detailed and referenced reflecting how one hour is to be obtained as current code requires one hour construction between 5 and 10 ft 6. Projections shall not extend beyond the distance determined by the following two methods, whichever results in the lesser projection (Section 705.2): a) A point one-third the distance from the exterior face of the wall to the lot line where protected openings (or a combination of protected and unprotected openings) are required in the exterior wall. For exterior waiis that are in the range of 3' to 20' from the lot line, this will govern. b) A point one-half the distance from the exterior face of the wall to the lot line where all openings in the exterior wall are permitted to be unprotected or the building is equipped throughout with an automatic sprinkler system installed under the provisions of Section 705.8.2. c) More than 12 inches into areas where openings are prohibited. Openings are prohibited less than 5 ft of property line. Plans to reflect maximum eave projections on the east side where walls are shown 5 ft from property line. Carlsbad 13-0074 01/17/13 7. Combustible projections located where openings are required to be protected (or where openings are prohibited) shall be heavy timber or 1-hour fire-resistance- rated construction. For most buildings, this applies to projections within 5' ofthe lot line in nonsprinklered buildings, and 3' for sprinklered buildings. Section 705.2.3. Please detail and reference how eaves are to be protected on the east side including underside of deck extension on the south side. 8. Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire-resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Section 704.10. 9. Per Table 705.B unprotected openings (5 to 10 ft from property line) in non sprinklered builders are limited to 10% ofthe wall area and in sprinklered buildings 25%. The east elevation appears to comply but the west side guardrail would be in question. This wall must be 1 hour and with cable railing the maximum 10% would be exceeded. 10. Please note on plans that any modifications to any existing rated walls , floor/ceiling assemblies as well as any sound transmission requirements. 11. Provide a note on the plans stating: "Penetrations of fire walls shall be protected with through-penetration fire stops and membrane-penetration fire stops in accordance with IBC Section 713." 12. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness of the glass railing and must be tempered. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 13. The truss calculations provided are unreadable in places. Please provide clean copies or truss calculations and please provide evidence that the engineer-of- record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss layout or a letter). CBC Section 107.3.4.2. 14. The truss calculations are reflecting a flat truss at gable ends with interior scissor trusses. This would create a hinge point as shown and would not be allowed. Please revise gable end truss to be a gable end scissor truss with rake walls are to be ballooned framed or engineer-of-record to address how out of plane wind loading for example. 15. Details 3 thru 5 on A-6 to reflect depth of required nosing (between and 1-%"). Carlsbad 13-0074 01/17/13 16. A nosing (shall be provided on stainways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311.7.4.3. 17. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stainwells if applicable. Section R308.4 See 1632 windows at stairwell or note minimum 5 ft above nosing of threads. 18. Could not determine what the appliance is as shown at upper roof deck on A-3. 19. Detail and reference how beams will be supported where they intersect over post(s) i.e. ECCLL's at the corners? See outside corner where RBI abuts 4 x8 for example and the intersection of the 4 x12's at stains/ell at turret floor framing. 20. Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C); In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches. 21. A balcony, deck, or porch that is greater in area than 20 square feet and is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E). This receptacle must be GFCI protected .See 2"^ floor deck where adding additional 61 sq ft. 22. Recheck outlet spacing. Must show outlets within 6 ft of any opening and not to exceed 12 apart. Any isolated wall 2 ft or wider to have outlets. The guardrail at 3^^ story turret area I is considered wall space. If an open guard then show floor outlet. 23. No detail provided for interior guardrail. 24. Could not determine what is supporting the 4 x4 post at the east side of FBI ? 25. Show anchored veneer support and connections attached to wood. Show ties, #9 wire in horizontal joints, foundation support etc. If cultured stone then note this and provide listing number. 26. Please verify that all hold down locations reflect an appropriate detail i.e. from floor to floor, floor to beams, floor to rim joist where applicable. See 4 ft shear panel with HDU5's to FB 4 at line 6 . • CITY OF CARLSBAD REQUIREMENTS 27. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Carlsbad 13-0074 01/17/13 28. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. The maximum allowable soil bearing value used in any design must be 1000 psf for this exception. Please verify if Carlsbad is going to exempt this project from a soils report and if they do then per their poiicy can only use 1000 psf instead of the 1500 using per sheet 45 of the calculations. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 13-0074 01/17/13 SPECIAL INSPECTION """"""Z^'^MZ ^ CITY OF AGREEMENT 1635 Faraday Avenue B_45 760-602-2719 www.carlsbadca.gov « CARLSBAD In accordance with Chapter 17 of the California Building Code the foliowing must be completed when work being performed requires special inspection, structural observation and construction material testing. 'roject/PermIt: Project Address: A. THIS SECTION MUST BE COIVIPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • . (If you cliecl<ed as owner-builder you must also complete Section B of this agreement.) Name; (Please print) (First) (M I ) (Last) Mailing Address; Email: Phone: 1 am: •Property Owner QProperty Owner's Agent of Record aArchitect of Record QEngineer of Record State of California Registration Number: Expiration Date: AGREEMENT: 1. the undersigned, declare under penalty of perjury under the laws of the State of California, that 1 have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural ot3servations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature.^ Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check if you are Owner-Builder • Name: (Please print) (First! (MI I (Last) Mailing Address: Email: Phone: State of California Contractor's License Number: Expiration Date: • 1 acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • 1 acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • 1 certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a ffna/ report / letter In compliance with CBC Section 1704.1.2 prior to reauestina final inspection. Signature; Date: B-45 Page 1 of 1 Rev. 08/11 Carlsbad 13-0074 01/17/13 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-0074 PREPARED BY: Ray Fuller DATE: 01/17/13 BUILDING ADDRESS: 182 Chinquapin Ave. BUILDING OCCUPANCY: R TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Remodel 661 53.00 35,033 Addition 170 131.73 22,394 Roof Deck 180 15.57 2,803 Deck Extension 61 15.57 950 Air Conditioning Fire Sprinklers TOTAL VALUE 61,179 Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance ^ j Type of Review: E] Complete Review EDRepetitive Fee Repeats • Other j—I Hourly EsGil Fee • Structural Only Hr. @ $509.42 $331.12 $285.28 Comments: Sheet 1 of 1 macvalue.doc + PLANNING DIVISION Development Services Planning Division BUILDING PLAN CHECK Development Services Planning Division ^ CITY OF APPROVAL 1635 Faraday Avenue CARLSBAD P-28 (760) 602-4610 www.carisbadca.eov DATE: 2/12/13 PROJECT NAME: ADDITION/DECK PROJECT ID: PUN CHECK NO: CB130074 SET#: ADDRESS: 182 CHINQUAPIN AV APN: ^ This plan check review is complete and has been APPROVED by the PLANNING Division. By: GINA RUIZ A Final Inspection by the PLANNING Division is required • Yes ^ No You may also have corrections from one or more ofthe 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: SJLDRAFTING@YAH00.C0IVI For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 1 Chris Sexton 760-602-4624 Chrls.Sexton@carlsbadca.fiov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.fiov 1 Greg Ryan 760-602-4663 Grefiorv.Rvan@carlsbadca.fiov X Gina Ruiz 760-602-4675 Glna.Ruiz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Llnda.Ontiveros@ca risbadca .fiov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.fiov • • 1 1 Dominic Fieri 760-602-4664 Domlnic.Fleri@carlsbadca.fiov Remarks: Plan Check No. CBI 30074 Address 182 CHINQUAPIN Date 2/12/13 Review # 2 Planner GINA RUIZ Phone (760) 602- 4675 APN: 206-013-11-00 Type of Project & Use: ADDITION/DECK Net Project Density: DU/AC Zoning: R^ General Plan: RH 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 permit; ) REVIEW #: 12 3 Legend: ^ Item Complete (Q) Item Incomplete - Needs your action IEI • • Environmental Review Required: YES • NO IE! TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: IEI • • Discretionary Action Required: YES • NO El TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: IE! • n Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES jEl NO Q CA Coastal Commission Authority? YES El NO Q If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): DEFERRED AREA OF CERTIFICATION - COASTAL COMMISSION DETERMINATION REQUIRED-PERMIT WAIVER NUMBER 6-12-076-W SUBMITTED WITH PLANS El • • Habitat Management Plan Data Entry Completed? YES • NO K If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) El • • Inclusionary Housing Fee required: YES • NO El (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 • NOD N/A^ Site Plan: 3 • SEE ADDITIONAL COMMENTS BELOW p-28 Page 2 of 3 07/11 Policy 44 - Neighborhood Architectural Design Guidelines ^ • • 1. Applicability: YES • NO ^ El • • 2. Project complies: YES • NOQ Zoning: DECK EXTENSION (QEI • 1. Setbacks: Front: Required 20' (OVERHANG ONLY (NOT POSTS) CAN ENCROACH 2') Shown 20' WITH 2' OVERHANG ENCROACHMENT Interior Side: Required 5; (OVERHANG ONLY (NOT POSTS) CAN ENCROACH 2') Shown 5' TO OVERHANG Street Side: Required N/A Shown N/A Rear: Required 10^ Shown 10^ Top of slope: Required N/A Shown N/A El • • 2. Accessory structure setbacks: NOT APPLICABLE-SEE ABOVE Front: Required Shown Interior Side: Required Shown Street Side: Required Shown Rear: Required Shown Structure separation: Required Shown Q) El • 3. Lot Coverage: Required 60% MAX Shown 51.8% ^ • • 4. Height: Required 24' MAX Shown 14' 13 • • 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown (Q El • Additional Comments #1. THE BALCONY OVERHANG ONLY. NOT POSTS. ARE PERMITTED TO ENCROACH INTO THE REQUIRED SETBACKS 2 FEET. PLEASE CLEARLY CALL OUT AND DIMENSION ON THE SITE PLAN THE AMOUNT OF^PH€ EXTENSION INCLUDING INFORMATION REGARDING THE POSTS. #2. PLEASE SHOW THg-TOTAL LOT COVERAGE IN A PERCENTAGE (THE MAXIMUM ALLOWABLE-iS-60% MAXV^N THE PLANS. #3. ON PAGE A '1. PARTIAL WEST ELEVATION. PLEASE STATE THAT THE HEIGHT BEING MEASURED FROM IN THE GARAGE IS THE FINISHE-D FLOORT OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER GINA RUIZ DATE 2/12/13 p-28 Page 3 of 3 07/11 STATE OF CAUFORNIA—NATURAL RESOURCES AGENCY EDMUND e. BROWN, JR., Oovamor CALIFORNIA COASTAL COMMISSION SAN OIEGO COAST DISTRICT 7675 METROPOLITAN DRIVE, SUHfE 103 SAN DIEGO, CA 92108-4421 767-2370 FAX (619) 767-2384 NOTICE OF PERMIT WAIVER EFFECTIVENESS DATE: November 16, 2012 TO: Rosalind Koepke FROM: Charles Lester, Executive Director SUBJECT: Waiver Number 6-12-076-W RECORD COPY Please be advised that Waiver Number 6-12-076-W, which was reported to the Commission on November 15, 2012, became effective as of that date. Any deviation from the application and plans on file In the Commission office may require a coastal development permit for the entire project. APPUCANT: LOCATION: Rosalind Koepke 182 Chinquapin Ave., #0, Carlsbad - Agua Hedionda (San Diego County) (APN(s) 206-013-11) DESCRIPTION: Remodel of one unit in an existing 3,056 sq. ft. triplex, including addition of 170 sq. ft. interior stairway and a new 180 sq. ft. roof-top deck and expansion of second floor deck by 61 sq. ft on a 4,500 sq. ft. lot. Should you have any questions, please contact our office. Sincerely, CHARLES LESTER Executive Director By: KANANI BROWN Coastal Program Analyst Stephanie Lupton CALIFORNIA COASTAL COMMISSION STATfe OF CALfFORNIA—NATURAL RESOURCES AGENCY EDMUND G. BROWN. JR., Governor CALIFORNIA COASTAL COMMISSION SAN DIEGO COAST DISTRICT 7575 METROPOLITAN DRIVE, SUITE 103 SAN DIEGO, CA 92108-4421 • 767-2370 FAX (619) 767-2384 ^coastal.ca.gov NOTICE OF COASTAL DEVELOPMENT PERMIT WAIVER DATE: November 9, 2012 TO: Rosalind Koepke FROM: Charles Lester, Executive Director RECORD COPY SUBJECT: Waiver of Coastal Development Permit Requirement: Waiver Number 6-12-076-W Based on project plans and information submitted by the applicant(s) named below regarding the development described below, the Executive Director of the Coastal Commission hereby -^waives^lbe-recjuirement for-a-Coastal Development Permit,-pursuant4© Title 14, Section 13253(c) of the California Code of Regulations. APPLICANT: Rosallnd Koepke LOCATION: DESCRIPTION: 182 Chinquapin Ave., #C, Carlsbad 206-013-11) Agua Hedionda (San Diego County) (APN(s) RATIONALE: Remodel of one unit in an existing 3,056 sq. ft. triplex, including addition of 170 sq. ft. interior stainway and a new 180 sq. ft. roof-top deck and expansion of second floor deck by 61 sq. ft on a 4,500 sq. ft. lot. A coastal development permit is required because the project is located between the sea and the first public roadway and includes an increase in height of more than 10%. The project site is not visible from any public viewing areas and will not result in any impacts to public views. The project is consistent with the certified Agua Hedionda LUP and as proposed will not result in any adverse impacts on public access or other coastal resources. IMPORTANT: This waiver is not valid unless the site has been posted AND until the waiver has been reported to the Coastal Commission. This waiver is proposed to be reported to the Commission atthe meeting of Thursday, November 15, 2012, in Santa Monica . If three Commissioners object to this waiver, a coastal development permit will be required. Persons wishing to object to or having questions regarding the issuance of a coastal permit waiver for this project should contact the Commission office at the above address or phone number prior to the Commission meeting date. Sincerely, CHARLES LESTER Executive Director By: KANANI BROWN Coastal Program Anal; Supervisor: Stephanie Lupton CALIFORNIA COASTAL COMMISSION ED A T C~\ O ^Please Respond To: • Please Respond To: 1 / vl—/ V_/0 663 Valley Avenue 27520 Hawthorne Blvd. \/lI7Dp\|I7Q Suite 101 Suite 250 V LLIVLyL^O Solana Beach Rolling Hills Estates En9inGGril19 California 92075 California 90274-3512 Civil and Structural Consulting ^ jsos 310 54i 5055 sandiego@pvec.com info@pvec.com Structural Calculations Prepared For Rosalind Koepke 182 Chinquapin Avenue Carlsbad, CA 92008 Project Koepke Addition 182 Chinquapin Avenue Carl^8fi?&^2008 5ardi C71518,EXP. 12-31-13 <5 January 2,2013^ I-5'13 PVEC File No. 26-12-458 PALOS VERDES ENGINEERING CORPORATION 27520 Havrthome Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541 -5055 - Fax (310) 541 -0321 1.0 Desien Criteria: Koepke Addition 26-12-458 Code: 2010 Califomia Building Code - ASCE 7-05 Timber: Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 (unless noted otherwise) Posts & Beams: DF-L #1 (unless noted otherwise) Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Cantilevers: Grade 24F-V8 (DF/DF) Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing: Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 LSL, PSL 1.55E Timberstrand, 2.0E Parallam ICC ESR-1387 Concrete: Compressive Strength @ 28 days per ASTM C39-96: Footings: f c = 2500 psi Grade Beams: f c = 3000 psi Concrete Block: Grade N-I per ASTM C90-95, f m = 1500 psi per ASTM E447-92 Mortar: Type S Mortar Cement per ASTM C270-95, Min. f m = 1800 psi @ 28 days. Grout: Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f m = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: ASTM A615-60 (Fy = 60 ksi) #3 & Smaller: ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels: ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 A615-60 Rebar: E90 Series Bolts: Sill Plate Anchor Botls & Threaded Rods: A307 Quality Minimum Steel Moment & Braced Frames: A325 (Bearing, U.N.O.) Soils: 1500 psf Bearing Pressure References: No soils report provided. Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE AL OF "DATE "DATE 8/14/12 2.0 LOAD LIST 2.1 Roof (Vaulted) 2.3 Ceiling Roofing 3.5 psf Ceiling Joists 1.7 psf 15/32" Sheathing 1.5 psf 5/8" Gyp. Bd. 2.8 psf Roof Framing 2.8 psf R-30 Insulation 1.5 psf 5/8" Gyp. Bd. 2.8 psf Misc 1.0 psf R-30 Insulation 1.5 psf 7.0 psf Misc. 1.9 psf 10.0 psf 14.0 psf Total Load = 17.0 psf 20.0 psf Total Load = 34.0 psf 2.2 Roof (w/ ceiline) Roofing 3.5 psf 15/32" Sheathing 1.5 psf Roof Framing 4.5 psf R-30 Insulation 1.5 psf Misc. 4.0 psf 15.0 psf SLL = 20.0 psf Total Load = 35.0 psf 2.4 Exterior Wall 2.5 Interior Wall 7/8" Stucco 8.0 psf 1/2" Gyp. Bd. (2 Sides) 4.6 psf 15/32" Sheathing 1.5 psf 2x4 Studs 16" o.c. 1.1 psf 2x4 Studs® 16" o.c. 1.1 psf Misc. 2.3 psf 5/8" Gypsum Bd. 2.8 psf 8.0 psf R-13 Insulation 1.0 psf Misc. 1.6 psf 16.0 psf 2.6 Floor 2.7 Deck Floor Cover 4.0 psf Decking 15.0 psf Sheathing 2.3 psf Sheathing 2.3 psf 2x F.J. 3.3 psf 2x D.J. 2.8 psf 5/8" Gyp. Bd. 2.8 psf 5/8" Gyp. Bd. 2.8 psf Misc. 2.6 psf Misc. 7.1 psf 15.0 psf 30.0 psf 40.0 psf Sa = 40.0 psf Total Load = 55.0 psf Total Load = 70.0 psf Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE AL OF 'DATE "DATE 8/14/12 2.0 LOAD LIST 2.8 Wind WIND PARAMETERS Basic Wind Speed = 85 mph Zone A: A= 1.21 (fig. 6-3) Ps30= 15.9 psf Kzt= 1.00 (fig. 6-4) ZoneC: 1= 1.0 (table 11.5-1) Ps30= 10.6 psf Exposure Cat = C Ps30= 11.7 psf Ps = AKzt*l*Ps30 (ASCE 7 - Equation 6-1) P= 14.1 psf 2.9 Seismic Lattitude: 33.147 Longitude: .117.344 SMS= L339 SDS = (2/3) SMS SDS= 0.893 Cs=-^ (R/I) Cs= 0.137 (11.4-3) USGS APPLICATION Ss= 1.339 S,= 0.503 F,= 1.00 Fv= 1.50 R= 6.5 1= 1.00 h„= 30.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY SKO.75 Sl >0.04 Ss>0.15 (11.6 ASCE 7-05) (11.4.1 ASCE 7-05) USE: V=QWDL Ta = C,*(h„)"' Ts = SDI/SDS = k = 0.256 0.563 1.0 Ta < (0.8)Ts, OK Ta<0.5 V= 0.137 WDL Seismic Design Category: D ASD BASE SHEAR CSWDL VASD= 1.4 VASD= 0.098 WDL R FACTOR SCHEDULE Note: For the purposes of determining the initial base shear, a R factor of 6.5 has been used. Where different systems are employed the loading is modified according to the following schedule. This modfication will be located in the corresponding calculation section. R = 8.0 :Special Steel Moment Frame R = 6.5 :Wood Structural Shearwalls R = 5.0 :Special Reinforced Concrete Shearwalls R = 5.0 :Special Reinforced Masonry Shearwalls R = 3.5 :Ordinary Steel Moment Frame R = 1.25 :Ordinary Steel Cantilevered Column Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.147 Longitude = -117.344 Spectral Response Accelerations Ss and SI Ss and SI = Mapped Spectral Acceleration Values Site Class B- Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.339 (Ss, Site Class B) 1.0 0.503 (SI, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.147 Longitude = -117.344 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SMI = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (9) 0.2 1.339 (SMs, Site Class D) 1.0 0.754 (SMI, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.147 Longitude = -117.344 Design Spectral Response Accelerations SDs and SDI SDs = 2/3 X SMs and SDI = 2/3 x SMI Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 0.892 (SDs, Site Class D) 1.0 0.503 (SDI, Site Class D) I'D! Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE 5 OF AL DATE 8/14/12 DATE 3.0 ROOF FRAMING I | i I 3.1(RB-1) H<\QUl^^. i \<bo I "5 il2lRB-2t"i'W''''felM A '•i t t- ;3.3 (RB-3) iii! •ft, ' Palosi/erdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Prtnied: 14 AUG 20)2 4:00PM Wood Beam Design Description: RB-1 Material Properties eNERCALC, INC. 198J>2008, Vw 6.0.19, N:10990 License Owner : PALOS VERDES ENGINEERING CORP. Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species : Douglas Fir - Larch Wood Grade :No.1 Fb-Compr 1000 psi Fb-Tension 1000 psi Fc-Prll 1500 psi Fc - Perp 625 psi Fv 180 psi Ft 675 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling £; Modulus of Elasticity Ebend-XX 1700 ksi Eminbend-xx 620 ksi Density 32.21 pcf O(0-135^Lrl0.iai Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: 0 = 0.1350, Lr = 0.180 k/ft, Tributary Width = 1.0 ft DESIGN SUfSMARY Maximum Bending Stress Ratio = 0.872 1 Section used for this span 4x8 fb: Actual = 1,133.40 psi FB: Allowable = 1,300.00psi Load Combination +D+Lr+H Location of maximum on span = 4.279ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.113 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 901 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Desiqn OK 0.387 : 1 4x8 69.75 psi 180.00 psi +D+Lr+H 0.000 ft Span # 1 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.201 in 0.000 in 506 Maximum Forces & Stresses for Load Combinations Load Combinafion Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-desIgn -b-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 8.50 ft 1 0.872 0.387 2.90 1,133.40 1,300.00 1.18 69.75 180,00 Length = 8.50 ft 1 0.382 0.170 1.27 497.21 1,300.00 0.52 30.60 180,00 +0+L+H Length = 8.50 ft 1 0.382 0.170 1.27 497.21 1,300.00 0.52 30.60 180,00 +D-H.r+H Length = 8.50 ft 1 0.872 0.387 2.90 1,133.40 1,300.00 1.18 69,75 180.00 •*+{).750Lr-tO.750L+fl Length = 8.50 ft 1 0.750 0.333 2.49 974.35 1,300.00 1.01 59,96 180,00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max •-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr + L 1 0.2015 4.279 0,0000 0.000 PalosJ/erdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 7 Printed; 14,AUG2012, 4:00PM Wood Beam Design Lie. #: KW-06007823 RB-1 EHERCALC, INC. 1983-2008, Ver: 6.0.19, N:10990 License Owner : PALOS VERDES ENGINEERING CORP, Description: Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.0884 4.279 0.0000 0.000 LrOnly 1 0,1131 4.279 0.0000 0.000 Lr+L Only 1 0.1131 4.279 0.0000 0.000 D + Lr + L 1 0.2015 4.279 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.363 1.363 DOnly 0.598 0.598 LrOnly 0.765 0.765 Lr+L Only 0.765 0.765 D + Lr + L 1.363 1.363 Palos yerdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Job # 26-12-458 Dsgnr: Project Desc: Project Notes: J Printed: 11 OCT 2012, 9:52AM Wood Beam Design mW*bai*)|)1NetFoldert4olisonCADD\TLK012«6-12-4SB-K<!epketo^ W • . • , ENERCAIC, INC. 1983.2008, ver: 6.0.19, N:10990 | 1 Lie. # : KW-06007823 License Owner : PALOS VERDES ENGINEERING CORP; Description: RB-2 Material Properties Calculations per IBC 2006, CBC 2007, 2006 NDS Analysis Method: Allowable Stress Design Load Combination 20061 BC&ASCE7-05 Wood Species : TrussJoist Wood Grade : Parallam2.0E Beam Bracing Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi £; Moduius ofEiasticity Ebend-XX 2,000.0 ksi Eminbend-xx 1,300.0ksi Density 34.150 pcf D(3,4) l.r(4.7) r Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load: D = 3.40, Lr = 4.70 k @ 5,0 ft DESIGN SUHfMARY 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 Live Load Deflection = Max Upward Live Load Deflection Live Load Deflection Ratio = Max Downward Total Deflection = Max Upward Total Deflection = Total Deflection Ratio Desiqn OK 0.66S 1 5.25x11.875 1,921.79 psi 2,888.87psi +D+0.750Lr4{).750L+H 5.017ft Span # 1 0.174 in 0.000 in 795 0.303 in 0.000 in 455 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.331 : 1 5.25x11.875 95.89 psi 290.00 psi +D+<}.750Lr+0.75GL+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 11.50 ft 1 0.777 0.386 23.07 2,243.90 2,888.87 4.65 111.87 290,00 •HJ Length = 11.50 ft 1 0.331 0.165 9.82 955.45 2,888.87 1.99 47.95 290,00 +D+L+H Length = 11.50 ft 1 0.331 0.165 9.82 955.45 2,888.87 1.99 47,95 290,00 +0+Lr+H Length = 11.50 ft 1 0.622 0.309 23.07 2,243.90 3,607.30 4.65 111.87 362,50 +O+{).750Lr+{),750L+H Length = 11.50 ft 1 0.665 0.331 19.76 1,921,79 2,888.87 3.99 95.89 290,00 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max "-' Defl Location in Span Load Combination Max "+" Defl Location in Span D + Lr + L 1 0.3031 5.557 0.0000 0.000 Palo§ Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Job # 26-12-458 Dsgnr: Project Desc: Project Notes: ^ Printed: It OCT2012. 9:52A1.1 Wood Beam Design Flte Wsf^!a(*U(HNetFolde(Vtol)s on CADO\TLK012i26-12.458-Koepke1|«!epke,e<:6 1| . • ENERCALCINC. 1983-2008, Ver:6.O19.N:10990 1 1 Lie. # : KW-06007823 License Owner : PALOS VERDES ENGINEERING CORP. 1 Descnption: RB-2 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max, Upward Defl Location in Span DOnly 1 0.1295 5,557 0.0000 0.000 LrOniy 1 0.1735 5,557 0,0000 0.000 Lr+i Only 1 0.1735 5,557 0,0000 0.000 D + Lr + L 1 0.3031 5,557 0.0000 0.000 Maximum Vertical Reactions • Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4,663 3.607 DOnly 2,007 1.563 Lr Only 2,657 2.043 Lr+i Only 2.657 2,043 D + Lr + L 4.663 3,607 IQ Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE to OF AL DATE 8/14/12 DATE 4.0 FLOOR FRAMING 4.1 (FB-1) hfeW ^Mt hmf^ StfttiJ, f X7 I i -7 4.2 (FB-2) CAi^T. i ^^A/^ & S^ONQ VUoe. i""' 4.3(FB-3): Ot^Ctg- .AOiiST^ VJ'Ot ':^i? 40 Ll' 'to [ J 52> 4" v : i i ! S I ! I S i"" Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 H Printed: 5FB2013.10:?6AI'.1 Wood Beam Fil8 = \iRsf-backup\HelFolder"JAHRO9-K\TL'«012«Y2ICE-ai<oepke.ec6 k ENERCALC. INC. 1983-2012. Build:6.12.12.7, Vef:6,12,12.7 1 1 Lie. # : KW-06007823 Licensee : PALOS VERDES ENGINEERING CORP. Description: FB-1010813 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006IBC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Beam Bracing Fb-Tension 2,900.0 psi Fb-Compr 2,900.0 psi Fc-Prll 1,600.0 psi TrussJoist Fc - Perp 650.0 psi : Parallam2.0E Fv 290.0 psi Ft 1,000.0 psi • Beam is Fully Braced against lateral-torsion buckling E; Modulus ofEiasticity Ebend-xx Eminbend - Density XX 2,000.0ksi 1,300.0ksi 34.150 pcf b(0.056|L((fl5) D(0.023) L(0.06) If 3.5x11.25 Span = 12.50 ft Appiied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weigiit calculated and added to loads UniformLoad: D = 0.0560, L = 0.150, Tributary Width = 1.0 ft Uniform Load: D = 0.0230, L = 0.060 k/ft. Extent = 5.0 -»12.50 ft, DESIGN SUMMARY IVIaximum 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 Tributary Width = 1,0 ft 0.298 1 3.5x11.25 864.66 psi 2,900.00 psi +D+L+H 6.524ft Span # 1 0.126 in Ration 0.000 in Ratio • 0.180 in Ration 0.000 in Ratio •• IVIaximum Shear Stress Ratio Section used for tfiis span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1190 O<360 835 0<180 Design OK 0.198 : 1 3.5x11.25 57.50 psi 290.00 psi +D+L+H 11.588 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Cd C F/V Ci Cr Cm Ct Moment Values Shear Values Load Combination Segment Length Span # M V Cd C F/V Ci Cr Cm Ct CL M fb Fb V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0,089 0.059 1,00 1.00 1,00 1,00 1,00 1.00 1,00 1.58 257,56 2900.00 0,45 17.09 290.00 +0+L+H 1.00 1.00 1.00 1,00 1,00 1,00 0,00 0,00 0.00 0.00 Length = 1250 tt 1 0,298 0.198 1,00 1.00 1.00 1.00 1.00 1,00 1,00 5,32 864,66 2900.00 1,51 57.50 290.00 +D+Lr+H 1.00 1.00 1.00 1,00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 12.50 ft 1 0.089 0.059 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1,58 257,56 2900,00 0,45 17.09 290.00 +0+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0.00 Length = 12.50 ft 1 0.089 0.059 1.00 1,00 1,00 1.00 1.00 1.00 1,00 1.58 257,56 2900,00 0.45 17.09 290.00 +O+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 = 12.50 ft 1 0.246 0.163 1.00 1,00 1,00 1,00 1.00 1,00 1.00 4,39 712.89 2900.00 1.24 47.40 290.00 Palo.'» Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 Printed: 5 FEB 2013.10:26Ali1 Wood Beam Lie. # : KW-06007823 File = \\Rsf-backup\NetFol(terV)AHRO9-KffL\2012\2Y2lCE-9\koepke.ec6 ENERCALC, INC. 1983-2012. Buiid:6.12.12.7, Ver:6.12.12.7 I Licensee : PALOS VERDES ENGINEERING CORP. Description: Load Combination FB-1 010813 Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr Cm Ct CL M fb Fb 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 = 12.50 ft 1 0.246 0,163 1.00 1,00 1,00 1.00 1.00 1.00 1.00 4.39 712,89 2900.00 1.24 47.40 290.00 +D+W+H 1.00 1,00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length = 12.50 ft 1 0.089 0,059 1.00 1.00 1,00 1.00 1,00 1.00 1,00 1.58 257.56 2900.00 045 17.09 290.00 +O+0.70E+H 1.00 1,00 1.00 1,00 1.00 1,00 0.00 0,00 0.00 0.00 Length = 12.50 ft 1 0.067 0.044 1,33 1,00 1,00 1.00 1,00 1.00 1.00 1.58 257.56 3865.70 0,45 17.09 386.57 +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 = 12.50 ft 1 0.184 0,123 1.33 1.00 1.00 1,00 1.00 1.00 1.00 4.39 712.89 3865.70 1,24 4740 386.57 +O+0.750L+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 Length = 12.50 ft 1 0.184 0,123 1.33 1,00 1.00 1,00 1,00 1.00 1.00 4.39 712.89 3866.57 1,24 47.40 386.66 +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 = 12.50 ft 1 0.184 0,123 1.33 1,00 1,00 1.00 1,00 1.00 1.00 4.39 712.89 3865.70 1.24 47.40 386.57 +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 Length = 12.50 tt 1 0.184 0,123 1.33 1,00 1.00 1.00 1.00 1,00 1.00 4.39 712.89 3865.70 1.24 47.40 386.57 +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 = 12,50 ft 1 0.040 0.027 1,33 1,00 1,00 1.00 1.00 1,00 1,00 0,95 154.53 3865.70 0.27 10.25 386.57 •K).60D-tO.70E+H 1,00 1,00 1.00 1.00 1,00 1,00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.040 0.027 1,33 1,00 1,00 1,00 1.00 1,00 1.00 0.95 154.53 3865.70 0.27 10.25 386.57 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max,"-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L Vertical Reactions - Unfactored 1 0,1795 6,341 Support notation: Far left is #1 0,0000 Values in KIPS 0,000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 1.533 0.460 1.073 1.533 1.782 0.529 1,253 1,782 Palos Verdes Engineering Corp 663 Valfey Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Project ID: 26-12-458 5 Printed: 8 JAN 2013.10:43AM Wood Beam Be »\\Rsf.backupWefolclerUAHRO9-K\TL\2012\2Y2ICE-9\koepke.ec6 W ,. ENEReAlC. INC. 1983-2012. BuiliJ:6.1212.7,Ver:6.12.12.7 I 1 LiC. # ; KW-06007823 Licensee : PALOS VERDES ENGINEERING CORP. Description: FB-2 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006IBC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Load Combination 20061BC&ASCE7-05 Wood Species Wood Grade : Douglas Fir - Larch : No.1 Beam Bracing : Completely Unbraced Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi E: Modulus ofEiasticity Ebend-xx Eminbend • -XX 1700 ksi 620 ksi Density 32.21 pcf D(0.02) L(0.053) D(0.375) Lr(0.5) D(0.188) L(O.Og) o 4x12 4x12 Span = 10.50 ft Applied Loads Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: D = 0,020, L = 0.0530, Tributary Width = 1.0 ft Load for Span Number 2 UniformLoad: D = 0,1880, L = 0,080, Tributary Width = 1,0 ft Point Load: D = 0.3750, Lr = 0,50 k @. 2,0 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 0.32Q 1 4x12 348.42psi 1,088.92 psi +D+Lr+H 10.500ft Span # 1 0.020 in -0.009 in 0.037 in -0.027 in 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 = 2354 5114 1312 4740 Design OK 0.230 : 1 4x12 41.38 psi 180.00 psi +D+Lr+H 10.500 ft Span # 1 Maximum Forces & Stresses for Load Cotntitriafiih^ Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CpA/ Ci Cr Cm Cf CL M fb Fb V fv F'v DOnly 0.00 0.00 0.00 0,00 Length = 10.50 ft 1 0.171 0.124 1.00 1.10 1.00 1.00 1.00 1,00 0.99 1.14 185.88 1088.92 0.59 22.33 180.00 Length = 2.0 ft 2 0.169 0.124 1.00 1,10 1.00 1.00 1.00 1.00 1.00 1.14 185.88 1098.16 0.59 22.33 180.00 +D+L+H 1,10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.195 0.142 1.00 1.10 1.00 1.00 1.00 1.00 0.99 1.30 211.89 1088.92 0.67 25,60 180.00 Length = 2.0 ft 2 0.193 0.142 1.00 1.10 1.00 1.00 1,00 1.00 1.00 1.30 211.89 1098.16 0.67 25.60 180,00 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Project ID: 26-12-458 Printed: S JAN 2013,10-43Ali1 Wood Beam Lie. #: KW-06007823 Description: FB-2 File »\\Rsf-backup\NetFoltlertJAHR09-WTL\201 a2Y2ICE-9\koepke.ec6 b ENERCALaiNC.1983-2012,Bul|d:6.12.12,7,Ver:6.l2.127 I Licensee : PALOS VERDES ENGINEERING CORP. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr Cm Cf CL M fb Fb V fv F'v +D+Lr+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 fl 1 0.320 0.230 1.00 1.10 1.00 1.00 1.00 1.00 0.99 2.14 348.42 1088.92 1.09 41.38 180.00 Length = 2.0 fl 2 0.317 0.230 1.00 1.10 1.00 1.00 1.00 1.00 1.00 2.14 348.42 1098.16 1.09 41.38 180.00 +D+S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0,171 0.124 1.00 1.10 1.00 1.00 1.00 1.00 0.99 1.14 185.88 1088.92 0.59 22.33 180.00 Length = 2.0 ft 2 0.169 0.124 1,00 1.10 1.00 1.00 1.00 1.00 1.00 1.14 185.88 1098.16 0.59 22.33 180.00 +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 = 10.50 ft 1 0.301 0.217 1,00 1.10 1.00 1,00 1.00 1.00 0.99 2.01 327.29 1088.92 1.03 39.07 180.00 Length = 2.0 ft 2 0.298 0.217 1,00 1.10 1.00 1,00 1.00 1.00 1.00 2.01 327.29 1098.16 1.03 39.07 180.00 +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 = 10.50 ft 1 0.189 0.138 1.00 1.10 1.00 1.00 1.00 1.00 0,99 1.26 205.39 1088,92 0.65 24.78 180.00 Length = 2.0 ft 2 0.187 0.138 1.00 1.10 1.00 1.00 1.00 1,00 1,00 1.26 205.39 1098.16 0.65 24.78 180.00 +D+W+H 1.10 1.00 1.00 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.171 0.124 1.00 1.10 1.00 1.00 1.00 1,00 0.99 1.14 185.88 1088.92 0.59 22.33 180.00 Length = 2.0 ft 2 0.169 0.124 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.14 185.88 1098.16 0.59 22.33 180.00 +D-K).70E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10,50 ft 1 0.129 0.093 1.33 1.10 1.00 1.00 1.00 1.00 0.99 1.14 185.88 1445.39 0.59 22.33 239.94 Length = 2.0 ft 2 0.127 0.093 1.33 1.10 1.00 1.00 1.00 1.00 1.00 1.14 185.88 1462.99 0.59 22.33 239.94 +D+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 Length = 10.50 ft 1 0.226 0.163 1.33 1.10 1,00 1.00 1.00 1.00 0.99 2.01 327.29 1445.39 1.03 39.07 239.94 Length = 2.0 ft 2 0.224 0.163 1.33 1.10 1,00 1.00 1.00 1.00 1.00 2.01 327.29 1462.99 1.03 39.07 239.94 +D-K).750L-tO,750S-K)750W+H 1.10 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length = 10.50 ft 1 0.142 0.103 1.33 1.10 1,00 1.00 1.00 1.00 0.99 1.26 205.39 1445.71 0.65 24.78 239.99 Length = 2,0 ft 2 0.140 0.103 1.33 1.10 1,00 1.00 1.00 1,00 1.00 1.26 205.39 1463.32 0.65 24.78 239.99 +O+O,750Lr+O,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 = 10.50 ft 1 0.226 0.163 1.33 1.10 1,00 1.00 1.00 1,00 0.99 2.01 327.29 1445.39 1.03 39.07 239.94 Length = 2.0 ft 2 0.224 0.163 1.33 1.10 1.00 1.00 1.00 1,00 1.00 2.01 327.29 1462.99 1.03 39.07 239.94 +C1+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 = 10.50 ft 1 0.142 0,103 1.33 1.10 1.00 1.00 1.00 1.00 0.99 1.26 205.39 1445.39 0.65 24.78 239.94 Length = 2.0 ft 2 0.140 0.103 1.33 1.10 1.00 1.00 1.00 1.00 1.00 1,26 205.39 1462.99 0.65 24.78 239,94 +0.60D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.077 0.056 1.33 1.10 1.00 1.00 1.00 1.00 0.99 0.69 111.53 1445.39 0.35 13.40 239,94 Length = 2.0 ft 2 0.076 0.056 1.33 1.10 1.00 1.00 1.00 1.00 1.00 0.69 111.53 1462.99 0.35 13.40 239.94 +O.60D-H).70E-HH 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.077 0.056 1.33 1.10 1.00 1.00 1.00 1.00 0.99 0.69 111.53 1445.39 0.35 13.40 239.94 Length = 2.0 ft , 2 0.076 0.056 1.33 1.10 1.00 1.00 1.00 1.00 1.00 0.69 111.53 1462.99 0.35 13.40 239.94 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr Vertical Reactions • Unfactored 0.0000 0.0366 0.000 2.000 D+Lr Support notatkin; Far left is #1 -0.0266 0.0000 Values in KIPS 6.453 6.453 Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly LOnly Lr Only L+Lr D+Lr D+L D+L+Lr 0.305 0.042 0.263 -0.095 0.168 -0.053 0,305 0,210 2,077 1,029 0,453 0,595 1.049 1.624 1.482 2.077 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Project ID; 26-12-458 [ Wood Beam -File = WRsf-backuptftelF ol(terUAHRO9-K\TL\2012\2Y2ICE-9\koepke.ec6 b ENH?CALC;lNC.1983-2012,SuiW;6,12.l2,7,Vet:6.12.12.7 1 1 Lie. # ; KW-06007823 Licensee : PALOS VERDES ENGINEERING CORP. Description: FB-3 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006IBC&ASCE7-05 Material Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Douglas Fir - Larch No,2 Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus ofEiasticity Ebend- xx Eminbend • XX 1,600.0 ksi 580.0ksi Density 32.210pcf Repetitive Member Stress Increase t 1 1 lllll 1 3.0X7.50 Span = 12.50 ft ^-^3.0 X 7.50 Span = 2.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 UniformLoad: D = 0.040, L = 0.0530, Tributary Width = 1.0 ft Load for Span Number 2 UniformLoad: D = 0.040, L = 0.080, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.636 1 Maximum Shear Stress Ratio 3.0 X 7.50 Section used for this span 724.63 psi fv : Actual 1,138.50psi Fv: Allowable +D+L+H Load Combination 6.075ft Location of maximum on span Span # 1 Span # where maximum occurs 0.158 in Ratio = 949 -0.073 in Ratio = 656 0.281 in Ratio = 533 -0.132 in Ratio = 362 Design OK 0.203 : 1 3.0X7.50 36.57 psi 180.00 psi +D+L+H 11.941ft Span # 1 Maximum Forces & Stres$esfpr Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FW Ci Cr Cm Cf CL M fb Fb V fv Fv DOnly 0.00 0.00 0.00 0.00 Length = 12,50 ft 1 0.278 0.087 1.00 1.10 1.00 1.15 1,00 1.00 1.00 0.74 316.48 1138.50 0.23 15.60 180.00 Length = 2,0 ft 2 0.030 0.087 1.00 1.10 1.00 1.15 1,00 1.00 1.00 0.08 34.13 1138.50 0.06 15.60 180.00 +D+L+H 1.10 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.636 0.203 1.00 1.10 1.00 1,15 1.00 1.00 1.00 1.70 724.63 1138.50 0.55 36.57 180.00 Length = 2.0 ft 2 0.090 0.203 1.00 1.10 1.00 1,15 1.00 1.00 1.00 0.24 102.40 1138.50 0.17 36.57 180.00 +D+Lr+H 1,10 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.278 0.087 1.00 1.10 1.00 1,15 1.00 1.00 1.00 0.74 316.48 1138.50 0.23 15.60 180.00 Palos^ Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 Printed: S JAN 2013, ia j7AM Wood Beam Lie. #; KW-06007823 FB-3 Description: File "ttRsf-baqkup\NetFol(lerUAHR09»m\2012\2Y2tCE~9\koepke.ec6 b ENERCALC. INC. 1983-2012,8ui|iJ:6.12.12.7, Ver:6.12.12.7 I Licensee : PALOS VERDES ENGINEERING CORP. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span* M V Cd Cp/V Ci Cr Cm Cf CL M fb Fb V fv F'v Length = 2.0 ft 2 0.030 0.087 1.00 1,10 1.00 1.15 1.00 1,00 1.00 0.08 3413 1138.50 0.06 15.60 180.00 +D+S+H 1.10 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.278 0.087 1.00 1.10 1.00 1,15 1.00 1,00 1.00 0.74 316.48 1138.50 0.23 15.60 180.00 Length = 2.0 ft 2 0.030 0.087 1.00 1.10 1.00 1,15 1.00 1,00 1.00 0.08 34.13 1138.50 0.06 15.60 180.00 +D+O,750Lr-K).750L+H 1.10 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.547 0.174 1.00 1.10 1.00 1.15 1.00 1,00 1.00 1.46 622.59 1138.50 0.47 31.33 180.00 Length = 2,0 ft 2 0.075 0.174 1.00 1.10 1.00 1.15 1.00 1,00 1.00 0.20 85.33 1138.50 0.14 31.33 180.00 +D+O,750L+O,750S+H 1.10 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 tt 1 0.547 0.174 1.00 1.10 1.00 1.15 1.00 1,00 1,00 1.46 622.59 1138.50 047 31.33 180.00 Length = 2.0 ft 2 0.075 0.174 1.00 1.10 1.00 1.15 1.00 1,00 1.00 0.20 85.33 1138.50 0.14 31.33 180.00 +0+W+H 1.10 1.00 1.15 1.00 1,00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 fl 1 0.278 0.087 1.00 1.10 1.00 1,15 1.00 1.00 1.00 0.74 316.48 1138.50 0.23 15.60 180.00 Length = 2.0 ft 2 0.030 0.087 1.00 1.10 1.00 1,15 1.00 1.00 1.00 0.08 34.13 1138.50 0.06 15.60 180.00 +D+O.70E+tH 1.10 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.209 0.065 1.33 1.10 1.00 1,15 1.00 1.00 1.00 0.74 316.48 1517.62 0.23 15.60 239.94 Length = 2.0 ft 2 0.022 0.065 1.33 1.10 1.00 1,15 1.00 1.00 1.00 0.08 34.13 1517.62 0.06 15,60 239.94 +D+0.750Lr+0.750L+0.750W+H 1.10 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0410 0.131 1.33 1.10 1.00 1,15 1.00 1.00 1.00 1.46 622.59 1517.62 0.47 31.33 239.94 Length = 2.0 ft 2 0.056 0.131 1.33 1.10 1.00 1,15 1.00 1.00 1.00 0.20 85.33 1517.62 0.14 31.33 239.94 +D-K)750L+0.750S+O750W+H 1.10 1.00 1,15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.410 0.131 1.33 1.10 1.00 1,15 1.00 1.00 1.00 1.46 622.59 1517.96 047 31.33 239.99 Length = 2.0 ft 2 0.056 0.131 1.33 1.10 1.00 1,15 1.00 1.00 1.00 0.20 85.33 1517.96 0.14 31.33 239.99 +D+{).750Lr+O.750L+O.5250E+H 1.10 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0410 0.131 1.33 1.10 1.00 1.15 1.00 1.00 1.00 1.46 622.59 1517.62 0.47 31.33 239.94 Length = 2.0 ft 2 0.056 0.131 1.33 1,10 1.00 1.15 1,00 1.00 1.00 0.20 85.33 1517.62 0.14 31.33 239.94 +O-tfl.750L+O.750S+O.5250E+H 1,10 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0410 0.131 1.33 1,10 1.00 1.15 1,00 1.00 1.00 1.46 622.59 1517.62 047 31,33 239.94 Length = 2.0 ft 2 0.056 0.131 1.33 1,10 1.00 1,15 1,00 1.00 1.00 0.20 85.33 1517.62 0.14 31,33 239.94 +O.60D+W+H 1,10 1,00 1,15 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 12.50 ft 1 0.125 0.039 1.33 1,10 1.00 1,15 1,00 1.00 1.00 0.45 189.89 1517.62 0.14 9.36 239.94 Length = 2.0 ft 2 0.013 0.039 1.33 1.10 1,00 1,15 1,00 1.00 1.00 0.05 20,48 1517.62 0.03 9,36 239.94 +O.60D+O.70e+H 1.10 1.00 1.15 1,00 1.00 1.00 0.00 0.00 0,00 0.00 Length = 12.50 ft 1 0.125 0.039 1,33 1.10 1.00 1.15 1,00 1.00 1.00 045 189.89 1517.62 0.14 9,36 239.94 Length = 2.0 ft 2 0.013 0.039 1,33 1.10 1.00 1.15 1,00 1.00 1.00 0.05 20.48 1517.62 0.03 9.36 239.94 Overall Maximum Deflections • Load Combination Unfactored Loads Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+i Vertical Reactions - Unfactored 0.2813 0.0000 6.215 6.215 D+i Support notation : Far left is #1 0.0000 -0.1321 Values in KIPS 0.000 2.000 Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly LOnly D+L 0.562 0.244 0.318 0.562 0.840 0.336 0.504 0.840 ID! Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE OF AL DATE 8/14/12 DATE 4.0 FLOOR FRAMING (continued) 4.4(FB-4) rrfilOUHfe h IVKA i .| j 1... ^......L JXM ^50 i s4.6(FB-6): ^,»^f/ri g4jC»lU ^(bU 10, / TK / Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Job # 26-12-458 Dsgnr: Project Desc: Project Notes: Printed: 21 SEP 2012 4:33PM Wood Beam Design • »iWWI)a*«WJeB^day(aB<wC«3D\TL\20l2a6-12^S8-Koep1(eto^ U EHERC«.C,INC.m2Cl08,Ver.6,0.19,1*10990 1 1 Lie. #: KW-06007823 License Owner : PALOS VERDES ENGINEERING CORRv Description: FB4 Material Properties Calculations per IBC 2006, CBC 2007, 2006 NDS Analysis Method: Allowable Stress Design Load Combination 20061BC&ASCE7-05 Wood Species Wood Grade Beam Bracing : TrussJoist : Parallam2.0E Fb Compr 2,900.0 psi £; Modulus ofEiasticity Fb Tension 2,900.0 psi Ebend- xx 2,000,0ksi Fc-PrII 1,600.0 psi Eminbend - xx 1,300,0ksi Fc-Perp 650.0 psi Fv 290.0 psi Ft 1,000.0 psi Density 34,150 pcf 0(0.99) U(2.64) E(11.4) D(0.308^U0.2ei • 7.0x11.25 Applied Loads Sen/ice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.3080, L = 0.260 k/ft, Tributan/ Width = 1.0 ft Point Load: D = 0.990, Lr = 2.640, E= 11.40 k@ 6.0 ft ^SIGNSUMMARY.. Maximum Bending Stress Ratio = Section used for this span fb: Actual FB : Allowable Load Combination +D+O.750Lr+O.750L+O,5250E+H Location of maximum on span = 6.013ft Span # where maximum occurs = Span # 1 IVIaximum Deflection Max Downward Live Load Deflection = 0.291 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 577 0.90a 1 7.0x11.25 3,509.11 psi 3,865.70 psi Design OK Maximum Shear Stress Ratio = 0.410 : 1 Section used for this span 7.0x11.25 fv: Actual = 158.62 psi Fv: Allowable = 386.57 psi Load Combination +D+O.750Lr+O.750L+O.5250E+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.842 in 0.000 in 199 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-desIgn Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 14.0 ft +D 1 1.210 0.547 43.18 3,509.11 2,900.00 8,33 158.62 290.00 Length = 14.0 ft 1 0.315 0.169 11.23 912.92 2,900.00 2.58 49.07 290.00 +D+L+H 2,900.00 Length = 14.0 ft 1 0.490 0.274 17.50 1,421.97 2,900.00 418 79.55 290.00 +0+ir+H 2,900.00 Length = 14.0 ft 1 0.568 0.268 20.27 1,647.29 2,900.00 4,08 77.81 290.00 +D-K).750Lr+{).750L+H Length = 14.0 ft 1 0.636 0.322 22.69 1,844.25 2,900.00 491 93.48 290.00 +O+0.70E+H Length = 14.0 ft 1 0.810 0.352 38.55 3,132.73 3,865,70 7.14 135.93 386.57 +D+{).750Lr+O.750L+O.5250E+fl Palos'Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 17 Printed: 21 SEP 2012, 4:33PM Wood Beam Design File W-backupVtelFoldertJobs on CADD^Tl^2012\2e*12-4SS.Kdepke\koepke,ec6 ENERCALC, INC 1985-2008, Ver 6.0.19, N:10990 1 Lie. # ; KW-06007823 License Owner PALOS VERDES ENGINEERING CORP. j Description: FB-4 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Length = 14,0 ft 1 0.908 0.410 43.18 3,509.11 3,865.70 8.33 158.62 386.57 +D+O,750L+0,750S+O,5250E+H Length = 14,0 ft 1 0.765 0.355 36.40 2,958.33 3,865.70 7.20 137.07 386.57 +O,60D+O.70E+H Length = 14,0 ft 1 0716 0.301 34.05 2,767.56 3,865.70 6.11 116.30 386.57 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D + L+S + E/14 1 0.8424 6.859 0.0000 0.000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location In Span D Only 1 0.2296 LrOnly 1 0.1544 LOnly 1 0.1367 Lr+L Only 1 0.2910 E Only 1 0.6669 D+Lr + L 1 0.5206 D + L+S+E/14 1 0.8424 Maximum Vertical Reactions - Unfactored 6.953 0.0000 6.765 0.0000 7.047 0.0000 6.859 0.0000 6.765 0.0000 6,953 0,0000 6,859 0,0000 Support notation: Far left is #1 0,000 0,000 0,000 0,000 0,000 0,000 0,000 Load Combination Support 1 Support 2 Overall MAXimum 9.326 8.021 DOnly 2.852 2.711 Lr Only 1.509 1.131 LOnly 1.820 1.820 Lr+L Only 3.329 2.951 EOnly 6.514 4.886 D + Lr + L 6.181 5.662 D + L + S + E/14 9.326 8.021 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Job # 26-12-458 Dsgnr: Projecf Desc: Project Notes: \ ^ Printed: 14 ,AUG 2012 4:47PM Wood Beam Design . .. .:,v : ,;..:.:-'r ••: . •• . •,; • - eNERCALC,INC1983-2008,Vef:6,0.19, N:10990 1 1 Lie. # : KW-06007823 License Owner: PALOS VERDES ENGINEERING CORP. Description: FB-5 IVIaterial Properties Calculations per IBC 2006, CBC 2007, 200S NDS Analysis Method: Allowable Stress Design Load Combination 20061BC&ASCE7-05 Wood Species Wood Grade Beam Bracing : Truss Joist : Parallam 2.0E Fb - Compr Fb - Tension Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral-torsion buckling D(|l.282|LI0.351 2900 psi 2900 psi 1600 psi 650 psi 290 psi 1000 psi £; Modulus ofEiasticity Ebend-XX 2000 ksi Eminbend-xx Oksi Density 34.15 pcf ..B.SO.fl.. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0,2820, L = 0,350 k/ft, Tributary Width = 1,0 ff Point Load: D = 0,630, L= 1.060, E = 9.880 k @ 3,0 ft - DESIGN SmmAR-Y - _ 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 Live Load Deflection = Max Upward Live Load Deflection Live Load Deflection Ratio = Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.806 1 3.5x9.5 3,117.57psi 3,865.70psi +D+0.70E+H 3,010ft Span # 1 0.049 in 0.000 in 1578 0.225 in 0.000 in 346 Design OK Maximum Shear Stress Ratio = 0.574: 1 Section used for this span 3.5x9.5 fv: Actual = 222.04 psi Fv: Allowable = 386.57 psi Load Combination +D+0.750Lr+0.750L+0.5250E+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 6.50 ft +n 1 1,075 0.766 13.68 3,117.57 2,900.00 4.92 222.04 290.00 Length = 6.50 ft 1 0.199 0.164 2.54 578.37 2,900.00 1.05 47.54 290.00 +D+L+H Length = 6.50 ft 1 0.478 0.387 6.08 1,386.58 2,900.00 2.49 112.20 290.00 +D+ir+H Length = 6.50 ft 1 0.199 0.164 2.54 578.37 2,900.00 1.05 47.54 290.00 +O-K).750Lr-tO.750L+H Length = 6.50 ft 1 0.408 0.331 5.20 1,18452 2,900.00 2.13 96.04 290.00 +D+0.70E+H Length = 6,50 ft 1 0.806 0.558 13.68 3,117.57 3,865.70 4.78 215.54 386.57 +O+O.750Lr-K).750L+O.5250E+H PalQs Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: 14AUG2012 4-47PM Wood Beam Design Lie. #: KW-06007823 ENERCAIQ, INC. 1983-2008, Ven 6.0.19, N;109:90 License Owner : PALOS VERDES ENGINEERING CORP. Description: FB-5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Length = 6.50 ft 1 0.799 0.574 13.55 3,088.93 3,865.70 4.92 222.04 386.57 +O+0.750L-K).750S+O.5250E+H Length = 6.50 ft 1 0.799 0.574 13.55 3,088.93 3,865.70 4.92 222.04 386,57 +O.60D+O.70E+H Length = 6.50 ft 1 0.747 0.508 12.66 2,886.22 3,865.70 4,36 196,52 386,57 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max,"+" Defl Location in Span D+L+S + E/14 1 0.2252 3.228 0,0000 0,000 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span D Only 1 0.0360 3.228 0.0000 0.000 L Only 1 0.0494 3.228 0.0000 0.000 Lr+L Only 1 0.0494 3.228 0.0000 0.000 E Only 1 0.1958 3.185 0.0000 0.000 D + Lr + L 1 0.0854 3.228 0.0000 0.000 D+L+S+E/14 1 0.2252 3.228 0.0000 0.000 Maximum Vertical Reactions • Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly Lr+L Only EOniy D + Lr + L D + L + S+E/14 6.790 1.281 1.708 1.708 5.320 2.990 6.790 6.117 1.233 1.627 1.627 4.560 2.860 6.117 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Zo Printed: II oer 2012 2:32PM Wood Beam Design Description: FB-6 IVIaterial Properties Fife; WsMjaCkupVtetFoklertJobs on CADO\TL«0ia26-12-458-Koepke*(iepke.ec6 ENERCAIC, INC. 1983-2008, Ver: 6.0.19. N:109?0 License Owner : PALOS VERGES ENGINEERING CORP; Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 20061 BC&ASCE7-05 Wood Species Wood Grade : Douglas Fir - Larch : No.2 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Fb Compr 900.0 psi £; Modulus ofEiasticity Fb Tension 900.0 psi Ebend- xx 1,600.Oksi Fc-PrII 1,350.0 psi Eminbend - xx 580.0ksi Fc-Perp 625.0 psi Fv 180.0 psi Ft 575.0 psi Density 32.210pcf D(0.02) U0.053) D(0.02) l.(0-Q53l Y '^ ^ Applied Loadis Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: D = 0.020, L = 0,0530 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 UniformLoad: D = 0.020, L = 0.0530 k/ft. Tributary Width = 1.0 ft Point Load: 0 = 0,4710, L = 0,2930 k g) 2.0 ft DESIGNSUMMASY- Maximum Bending Stress Ratio = 0.709 1 Section used for this span 2x12 flD: Actual = 637.74 psi FB: Allowable = 900.00 psi Load Combination +D+L+H Location of maximum on span = 10,500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.023 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 5489 Max Downward Total Deflection = 0.040 in Max Upward Total Deflection = -0.021 in Total Deflection Ratio = 1208 Maximum Forces & Stresses for Load Combinations 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 0.418 : 1 2x12 75.24 psi 180.00 psi +D+L+H 10.500 ft Span#1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 10.50 ft 1 0.709 0418 -1.68 637.74 900.00 0.85 75.24 180.00 Length = 2.0 ft 2 0.709 0.418 -1.68 637.74 900.00 0.85 75.24 180.00 Length = 10.50 ft 1 0417 0.245 -0.99 375.30 900.00 0.50 4414 180.00 Length = 2.0 ft 2 0417 0.245 -0,99 375.30 900.00 0.50 44.14 180.00 +0+L+H Length = 10.50 ft 1 0.709 0418 -1.68 637.74 900.00 0.85 75.24 180.00 Length = 2.0 ft 2 0.709 0418 -1.68 637.74 900.00 0.85 75.24 180.00 +D+ir+H Length = 10.50 ft 1 0417 0.245 -0.99 375.30 900.00 0.50 44.14 180.00 palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: 11 OCT 2012 2:32PM Wood Beam Design Fife: \\Rsf.ba!kup\NelFoUleriJob$ oo CADD\Tt.\2Qia28-12-45S-Koepke\koepke.e<!6 U ENERCALC, INC. 1983-2008, Vec 6.0.19, mum § Lie. #: KW-06007823 License Owner PALOS VERDES ENGINEERING CORR. Description: FB-6 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft5-design Fb-allow Vactual fv-design Fv-allow Length = 2.0 ft 2 0417 0.245 -0.99 375.30 900.00 0.50 4414 180.00 +D+O.750Lr+O.750L+H Length = 10.50 ft 1 0.636 0,375 -1.51 572.13 900.00 0.76 67.46 180.00 Length = 2.0 ft 2 0,636 0.375 -1.51 572.13 900.00 0.76 6746 180.00 Overall MaXimuni Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span Lr+L Only 1 0.0230 4.510 D Only -0.0211 6.977 D + Lr + L 2 0.0397 2.000 0.0000 6.977 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 2 0.0360 2.000 0.0000 0.000 LOnly 1 0.0230 4.510 0.0000 0.000 LOnly 2 0.0037 2.000 0.0000 0.000 Lr+L Only 1 0.0230 4.510 0.0000 0.000 Lr+L Only 2 0.0037 2.000 0.0000 0.000 D + Lr + L 1 0.0089 3.101 -0.0103 8.738 D + Lr + L 2 0.0397 2.000 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation; Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum DOnly LOnly Lr+L Only D + Lr + L 0.243 0.031 0.212 0.212 0.243 1.481 0.738 0743 0.743 1.481 Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE OF AL DATE 8/14/12 DATE 4.0 FLOOR FRAMING (continued) 4.7(FB-7) fiaiT>ii^(l ^ ^A^7 ' LL 3A^\-7 As y / j I ' I j ' • ^ I i > ! i 1 : : 4.8(FB-8) (^fg-A(»e 4tiA0£(^ '• . i ' ' 1 V V to Oi-yA Lu *-• O.^'^ . OL ATJ^ ^ y n-r i4.9(FB-9) &R<OUN\^ b <& RRAT tH.OJ(L LV Uo J' OL \5ea^ 7C 7' Palos.Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 ll Printed: 16AUG 2012,11:03AI'.^ Wood Beam Design Lie. # ; KW-06007823 Description: FB-7 Material Properties file WsMiaokupWetFoliJerUobs on CAOOff U20ia28-12-458-Koepke\koepke.eo6 U ENERCALC, INC. 1983-2008. Ver: 6.0.19. 1*10990 I License Owner: PALOS VERDES ENGINEERING CORP. Calculations per IBC 2006, CBC 2007. 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade : TrussJoist : Parallam2,0E Fb - Compr Fb - Tension PrII Perp Fc Fc Fv Ft Beam Bradng : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi E: Modulus ofEiasticity Ebend-XX 2,000.0ksi Eminbend - xx Density 1,300.0ksi 34.150 pcf 0(1.6) L(14) 2" 0(0.113) L(D.3) D(3,7) L(3.jl2) E(4.89) 0(0.113) L(0.3) /\ 5.25x11.25 Applied Loads Sen/ice loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0,1130, L = 0.30 k/ft, Tributary Width = 1,0 ft Point Load: D = 1.60, L = 1,40 k @ 1,50 ft Load for Span Number 2 UniformLoad: D = 0.1130, L = 0.30 k/ft. Tributary Width = 1.0 ft Point Load: D = 3.70, L = 3.420, E = 4.890 k @ 2.0 ft DESIGN SUMMARY . . Uniform Load: D = 0,1130, L = 0.30 k/ft, Tributary Width = 1,0 ft Point Load: D = 1.60, L = 1,40 k @ 1,50 ft Load for Span Number 2 UniformLoad: D = 0.1130, L = 0.30 k/ft. Tributary Width = 1.0 ft Point Load: D = 3.70, L = 3.420, E = 4.890 k @ 2.0 ft DESIGN SUMMARY . . Desiqn OK IVIaximum Bending Stress Ratio = 0.564 1 Maximum Stiear Stress Ratio = 0.664 : 1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb: Actual 1,635.58 psi fv: Actual 192.47 psi FB : Allowable 2,900.00 psi Fv: Allowable = 290.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 0.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 2 IVIaximum Deflection Max Downward Live Load Deflection = 0.065 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 2303 Max Downward Total Deflection = 0.173 in Max Upward Total Deflection = -0.137 in Total Deflection Ratio = 276 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 124161 ft 1 0.674 0,368 -18.04 1,954,29 2,900.00 4.20 106.68 290.00 Length = 2.0705 ft 2 0.686 0,807 -18.37 1,99041 2,900.00 9.21 233.91 290.00 Length = 0.013423 ft 2 0.686 0,807 -18.37 1,99041 2,900.00 8.84 233.91 290.00 +u Length = 124161 ft 1 0.281 0,139 -7.52 814,91 2,900.00 1.59 40.32 290.00 Length = 2.0705 ft 2 0.286 0.336 -7.65 829.39 2,900.00 3.84 97.43 290.00 Length = 0.013423 ft 2 0.286 0.336 -7.65 829.39 2,900.00 370 97.43 290.00 +0-ti+fl Length = 124161 ft 1 0,551 0.368 -14.74 1,597.24 2,900.00 4.20 106.68 290.00 Palos.Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: 15 AUG 2012.11:03A(.( Wood Beam Fife: W*tectopSNetMSy*»MWWim ENERCALC, INC.1983-2O08, Ven 6,0.19. N:1O990 § 1 Lie. # : KW-06007823 License Owner PALOS VERDES ENGINEERING CORP.: Description; FB-7 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Length = 2.0705 ft 2 0.564 0.664 -15.09 1,635.58 2,900.00 7.58 192.47 290.00 Length = 0.013423 ft 2 0.564 0.664 -15.09 1,635.58 2,900.00 7.13 192.47 290.00 +0+ir+H Length = 12.4161 ft 1 0.281 0.139 -7.52 814.91 2,900.00 1.59 40.32 290.00 Length = 2.0705 ft 2 0.286 0.336 -7.65 829.39 2,900.00 3.84 97.43 290.00 Length =0.013423 ft 2 0.286 0.336 -7.65 829.39 2,900.00 3.70 97.43 290.00 +D+<).750Lr+0.750L+H Length = 124161 ft 1 0.483 0.311 -12.94 1,401.65 2,900.00 3.55 90.09 290.00 Length = 2.0705 ft 2 0.494 0.582 -13.23 1,434.03 2,900.00 6.64 168.71 290.00 Length = 0.013423 ft 2 0.494 0.582 -13.23 1,434.03 2,900.00 6,27 168.71 290.00 +D+0.70E+H Length = 124161 ft 1 0.401 0.140 -14.32 1,551.76 3,865.70 2.14 54.23 386.57 Length = 2.0705 ft 2 0.406 0.477 -14.50 1,571.22 3,865.70 7.26 184.37 386.57 Length = 0.013423 ft 2 0.406 0.477 -1450 1,571.22 3,865.70 7.12 18437 386.57 +D+0.750Lr+O.750L+O.5250E+H Length = 124161 ft 1 0.506 0.260 -18.04 1,954.29 3,865,70 3.96 100.52 386.57 Length = 2.0705 ft 2 0.515 0.605 -18.37 1,99041 3,865,70 9.21 233.91 386.57 Length = 0.013423 ft 2 0.515 0.605 -18.37 1,99041 3,865.70 8.84 233.91 386.57 +D+O.750L+O.750S+0.5250E+H Length = 124161 ft 1 0.506 0.260 -18.04 1,954.29 3,865.70 3.96 100.52 386.57 Length = 2.0705 ft 2 0.515 0.605 -18.37 1,99041 3,865,70 9.21 233.91 386.57 Length = 0.013423 ft 2 0.515 0.605 -18,37 1,99041 3,865.70 8.84 233.91 386.57 +0,60D+0.70E+H Length = 12.4161 ft 1 0.317 0.099 -11.31 1,225.80 3,865.70 1.50 38.10 386.57 Length = 2.0705 ft 2 0.321 0.376 -11.44 1,23946 3,865,70 5.72 145.39 386.57 Length = 0.013423 ft 2 0.321 0.376 -11.44 1,239.46 3,865.70 5.64 145.39 386.57 Overall MiaximuiniJeflections* Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 D + L + S + E/14 2 0.1734 2.000 Maximum Deflections for Load Combinations - Unfactored Loads EOnly -0.1371 0.0000 7.299 7.299 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.0048 2.013 -0.0306 9.480 DOnly 2 0.0601 2.000 0.0000 0.000 LOnly 1 0.0651 4.950 0.0000 0.000 LOnly 2 0.0197 2.000 0.0000 0.000 Lr+L Only 1 0.0651 4.950 0.0000 0.000 Lr+L Only 2 0.0197 2.000 0.0000 0.000 EOnly 2 0.1310 2.000 0.0000 0.000 D + Lr + L 1 0.0620 4.027 -0.0179 10.990 D+Lr + L 2 0.0798 2.000 0.0000 0.000 D + L + S + E/14 1 0.0065 1.678 -0.0898 9.396 D + L + S + E/14 2 0.1734 2.000 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4101 16.262 DOnly 1.589 5.552 LOnly 2.512 6.658 Lr+L Only 2.512 6.658 EOnly -0.782 5.672 D + Lr + L 4.101 12,210 D + L+S+E/14 3.542 16.262 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 U Printed: 15AUG 2012.11:03A(.1 Wood Beam Design ,. , , *:W!<-l)a(*aiipWetFbl(teiyol>sonCAOb\TL«012\26-12-45a-K^ U r. ....r ..:,...:... J • " '• . ' •' ENERCALC INC. 1983-2008, Ver; 6.0.19. N:10990 1 1 Lie. #: KW-06007823 License Owner PALOS VERDES ENGINEERING CORPSJ Description: FB-8 Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species : TrussJoist Wood Grade : Parallam2.0E Beam Bracing Fb-Compr 2,900.0 psi Fb-Tension 2,900.0 psi Fc-Prll 1,600.0 psi Fc - Perp 650.0 psi Fv 290.0 psi Ft 1,000.0 psi Beam is Fully Braced against lateral-torsion buckling £; Modulus ofEiasticity Ebend-XX 2,000.0ksi Eminbend - xx Density 1,300.0ksi 34.150 pcf 0(5.36) L(( DIO 445) UO 4) ,49) E(7.3) D(0,424) L( D<0.03) uao8i 1.87) E{7.3) V • • • - • • =••"'•• ••*• -'-.y''• • I 2: "2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4450, L = 0.40 k/ft. Extent = 0.0 -» 8,250 ft, Tributar/ Width = 1.0 ft Uniform Load: D = 0.030, L = 0,080 k/ft, Extent = 8,250 -» 16.50 ft, Tributary Width = 1,0 ft Point Load: D = 5.360, L = 6.490, E = 7.30 k @ 8.250 ft Point Load: D = 0,4240, L = 0,870, E = 7,30 k@. 14,0 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 Live Load Deflection = Max Upward Live Load Deflection Live Load Deflection Ratio = 0.982 1 5.25x18.0 2,846.77 psi 2,900.00 psi +D+L+H 8.195ft Span # 1 0.299 in 0.000 in 661 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Desiqn OK 0.575 : 1 5.25x18.0 166.87 psi 290.00 psi +D+L+H 0.000 ft Span # 1 Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.803 in 0.000 in 246 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 16.50 ft 1 1.149 0.729 78.75 3,333.23 2,900,00 13.31 211.30 290.00 +u Length = 16.50 ft 1 0458 0.278 31.38 1,328,25 2,900.00 5.07 80.50 290.00 +D+L+H Length = 16.50 ft 1 0.982 0.575 67.26 2,846,77 2,900,00 10.51 166.87 290.00 +0+Lr+H Length = 16.50 ft 1 0,458 0.278 31.38 1,328,25 2,900.00 5.07 80.50 290.00 +O+0.750Lr+O.750L+fl Length = 16.50 ft 1 0.851 0.501 58.29 2,467.14 2,900,00 9.15 145.27 290.00 +O+O.70E++H Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Wood Beam Design Lie. #: KW-06007823 Title: Koepke Addition Dsgnr: Project Desc: Job# 26-12-458 Project Notes: 'tb Printed: 15 AUG 2012.11:03Alv< m SRsf-baiiwWeffoKteiUfts on CADOff LK0ia2B-1 a-4S8-Koepke»oepl(e.ec6 ENERCALC, INC. t98$-2008, Ven 6,0.19, N:10990 License Owner : PALOS VERDES ENGINEERING CORP, Description: FB-8 Load Combination Segment Length Length = 16.50 ft +D+O.750Lr+0.750L+O.5250E+H Length = 16.50 ft +D-K).750L+0.750S+0.5250E+H Length = 16.50 ft +O.60D+O.70E+H Length = 16.50 ft Overall Maximum Deflections • Unfactored Loads Load Combination Span Max Stress Ratios Summary of Moment Values Summary of Shear Values Span# M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow 1 0.642 0.458 58.66 2,483,04 3,865.70 11,14 175.88 386.57 1 0.862 0.547 7875 3,333,23 3,865.70 13.31 211.30 386.57 1 0.862 0.547 78.75 3,333,23 3,865,70 13.31 211.30 386.57 1 0.505 0.388 46.14 1,953,16 3,86570 9.44 149.88 386.57 Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span OOOO D+L + S+E/14 1 0i032 8.305 Maximum Deflections for Load Combinations • Unfactored Loads Max. Downward Defl Location in Span 0.0000 Load Combination Span Max. Upward Defl Location in Span 0.0000 MOO 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 0.0000 0.000 D Only LOnly Lr+L Only EOnly D + Lr + L D + L + S + E/14 Maximum Vertical Reactions » Unfasto^^ 0.2636 8.195 0.2994 8.195 0.2994 8.195 0.3371 8.638 0.5630 8.195 0.8032 8.305 Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly Lr+L Only EOnly D + Lr + L D+L+S+E/14 15.158 5.744 6.017 6.017 4.756 11.761 15.158 16.663 4.328 5.303 5.303 9.844 9.631 16.663 Palos \terdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 ll Printed: 11 OCT 2012, 2::>3PM Wood Beam Design File: Wsf-baiAupWetFoldertJobs on CADD\Tl\20ia26-12-45a-Koepl<e*oeplse.ec6 U ENERCALC, INC. 1983-2008, Ven 6.0,19, :N:10990 1 IUc.#; KW-06007823 License Owner PALOS VERDES ENGINEERING eORPfi Description: FB-9 Material Properties STATIC Analysis Method : Allowable Stress Design Fb - Compr Fb - Tension Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Wood Species : Truss Joist Wood Grade : Microllam 1.9 E 2600 psi 2600 psi 2310 psi 750 psi 285 psi 1000 psi £; Modulus ofEiasticity Ebend-XX 1900 ksi Eminbend-xx Oksi Density Opcf D(1 589 U2 512) D(2 524) L(3.675) D(1 589) D(0.t L(2.512) 15)U0.04) + 5.25x18 AppiiedLoads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: D = 0.0150, L = 0.040 k/fl. Tributary Width = Point Load: D = 1.5890, L = 2.5120 kg) 9.50 ft Point Load : D = 2.5240, L = 3.6750 k @. 4.0 ft Point Load: D= 1.5890, L = 2.5120 k@ 2.50 ft DESIGN SUMMARY 1.0ft 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 Live Load Deflection : Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.66Q 1 5.25x18 1,716.00psi 2,600.00 psi +D+L+H 9.423ft Span # 1 0.340 in 0.000 in 687 0.555 in 0.000 in 421 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Desiqn OK 0.616 : 1 5.25x18 175.60 psi 285.00 psi +D+L+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V Mactual ftj-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 19.50 ft , r\ 1 0.660 0.616 40.54 1,716.00 2,600.00 11.06 175.60 285.00 +U Length = 19.50 ft 1 0.255 0.241 15.66 662.89 2,600.00 4.33 68.75 285.00 +0+L+H Length = 19.50 ft 1 0.660 0.616 40.54 1716.00 2,600.00 11.06 175.50 285.00 +D+Lr+H Length = 19.50 ft 1 0.255 0.241 15.66 662.89 2,600.00 4.33 68.75 285.00 +D+O.750Lr-K).750L+H Length = 19.50 ft 1 0.559 0.522 34.32 1,452,72 2,600.00 9.38 148.89 285.00 I Palos 'aerdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: It OCT 2912, 7:Jim Wood Beam Design Lie. #; KW-06007823 FB-9 file: W5f-l)a(*up\NetFo!()enJol)S on CAODTOOiaaMa^BS-KoepkeMsoepke.ecO ENERCALC, INC. 1983-2008, Ven 6.0.19, N:10990 License Owner: PALOS VERDES ENGINEERING^iSOBBS Description: Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr + L 1 0.5554 9.161 Maximum Deflections for Load Combinations • Unfactored Loads 0.0000 0.000 Load Combinaflon Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.2150 9.161 0.0000 0.000 LOnly 1 0.3405 9.161 0.0000 0.000 Lr+L Only 1 0.3405 9.161 0.0000 0.000 D + Lr + L 1 0.5554 9.161 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 11.142 4.332 DOnly 4.353 1.642 LOnly 6.789 2.690 Lr+L Only 6.789 2.690 D+Lr + L 11.142 4.332 i Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: II OCT 2012, 2::S6Pf.< Wood Beam Design Description: FB-9 Material Properties File: Wsf-ljackgpWetFoldertJote on CADD\TL«012\26-t2-458-Koepl<e*oepke.ec6 U , , EMERCALC, INC 1983-2008, Ven 6.0.19, N:1099O I License Owner: PALOS VERDES ENGINEERING CCJRPS Analysis Method: Allowable Stress Design Wood Species Wood Grade Beam Bracing Fb - Compr Fb - Tension Fc-Prll Truss Joist Fc - Perp : Microllam 1.9 E Fv Ft Beam is Fully Braced against lateral-torsion buckling 2600 psi 2600 psi 231 Ops! 750 psi 285 psi 1000 psi E: Moduius ofEiasticity Ebend-XX 1900 ksi Eminbend-xx Oksi Density Opcf 0(1.589) U2.513i2-524) Lf: .675)E(21) D(1.589)L(2 DfO.C 512) E(11,4) 151L(0.041 ^^^^^^^^^^^^^^^^^^^^^^^^^ ' A Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: D = 0.0150, L = 0.040 k/ft, Tributary Width = 1.0 ft Point Load: D = 1.5890, L = 2.5120, E= 11.40 k@. 9.50 ft Point Load : D = 2.5240, L = 3.6750, E = 21.0 k @. 4,0 ft Point Load : D = 1,5890, L = 2,5120 k @ 2,50 ft DESIGN SUMMARY .,. Maximum Bending Stress Ratio = Section used for this span 5.2B fb: Actual = 3,641.54psi FB: Allowable = 3,465.80psi Load Combination +D+0.750Lr+0.750L+0.5250E+H Location of maximum on span = 9.423ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.340 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 687 Max Downward Total Deflection = 1.499 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 156<180 o^L^) \^^K'^ o^tsi ATt^a-^ei) tt> Design N.G. Maximum Shear Stress Ratio = 0.886 : 1 Section used for this span 5.25x18 fv: Actual = 336.71 psi Fv: Allowable = 379.91 psi Load Combination +D+{).750Lr+O.750L+O.5250E+H Location of maximum on span = 0,000 ft Span # where maximum occurs = Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M Summary of Moment Values Summary of Shear Values V Mactual flj-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 19.50 ft 1 1.401 1.181 +D Length = 19.50 ft 1 0.255 0.241 +D+L+H Length = 19.50 ft 1 0.660 0.616 +D+Lr+H Length = 19.50 ft 1 0.204 0.193 +O+0.750Lr+O.750L+H Length = 19.50 ft 1 0.559 0.522 +D+O.70E+H 86.03 15.65 40.54 15.66 34.32 3,641.54 662.89 1715.00 662.89 1,452.72 2,600,00 2,600,00 2,600.00 3,250.00 2,500.00 21,21 4.33 11.06 4.33 9.38 336.71 68.75 175.60 68.75 148.89 285.00 285.00 285.00 356.25 285.00 4 PalosjVerdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 3"^ Primed: 11 OCT 2012, S jbPIv! Wood Beam Design Lie. #; KW-06007823 Ble: WsMjaclsupWelFoldeiVtobs on CADD\TU2012\2e-t2-458-Koepke*Qepl<e.ec6 U ENERCALC, INC. 1983-2008, Ven 6.0.19, N:10990 I License Owner: PALOS VERDES ENGINiiWN6}6ei»l Description: FB-9 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Length = 19.50 ft 1 1.033 0.840 84.61 3,581,31 3465.80 20.11 319.17 379.91 +D-K).750Lr+O.750L-K).5250E+H Length = 19.50 ft 1 1.051 0.885 86.03 3,641.54 3,465,80 21.21 336.71 379.91 +D+O,750L+<5.750S+O.5250E+H Length = 19.50 ft 1 1.051 0.886 86,03 3,641.54 3,465.80 21.21 336.71 379.91 -tO.60D+O.70E+H Length = 19.50 ft 1 0.957 0.768 78.34 3,316.16 3.465.80 18.38 291.68 379.91 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L+S+E/14 1 1.4991 9.161 0.0000 0.000 Maximurii pwiertions for Load Comt)inatiQns - Un^ Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.2150 9.161 0.0000 0.000 L Only 1 0.3405 9.161 0.0000 0.000 Lr+L Only 1 0.3405 9.161 0.0000 0.000 EOniy 1 1.3211 9.161 0.0000 0.000 D + Lr + L 1 0.5554 9.151 0.0000 0.000 D + L + S+E/14 1 1.4991 9.161 0.0000 0.000 Maximum Vertical Reactions - Unfactored Support notation ; Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 27.241 11.375 DOnly 4.353 1.642 LOnly 6.789 2.690 Lr+L Only 6.789 2.690 EOnly 22.538 9.862 D + Lr + L 11.142 4.332 D + L + S+E/14 27.241 11.375 ID! Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 1,\ OF SHEET NO _ CALCULATED BY AL DATE 8/14/12 CHECK BY DATE SCALE 4.0 FLOOR FRAMING (continued) 14.10 (FB-10) bf^UL fee^A/W /p. UlKJe fi>i 9Lf" 4.11 (FB-11) fefNpur^e c Ftooe> fe^f^ ut' Uo r 2A0 4.12(FB-12): 6^^6U^^ s S&<:.^'<i^ P^^t •iii: / 1r i" i 7.r * Palo^Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 3t Printed: 11 OCT 2012, 9:58Ali! Wood Beam Design Description: FB-10 IVIaterial Properties ae: l«6*-l)a*i<plNetFol<lertJol)s on CA£W\TLe012S2S-tZ-458-K<iepke*oeplte,ec6 ENEHCALC,lNC.1983-2008,Ver:6.0.19. N:10990 License Owner : PALOS VERDES ENGINEERING CGRIS Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Beam Bracing Fb-Compr 2,900.0 psi Fb-Tension 2,900.0 psi Fc-Prll 1,600.0 psi : TrussJoist Fc - Perp 650.0 psi : Parallam2.0E Fv 290.0 psi Ft 1,000.0 psi : Beam is Fully Braced against lateral-torsion buckling E: Moduius ofEiasticity Ebend-XX 2,000.0 ksi Eminbend-xx 1,300.0 ksi Density 34.150 pcf 0(2.04) Lr(2.72) •-:C.ir'VV:3^;W:"i;i;V.-v^^^^ 2 ) Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Load for Span Number 1 UniformLoad: D = 0.2960, L = 0.320 k/ft, Tributary Width = 1.0 ft Point Load: D = 2,040, Lr = 2.720 k @ 8.0 ft ^ESIGNSUMMARY. 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 Live Load Deflection Max Upward Live Load Deflection Live Load Deflection Ratio Max Downward Total Deflection Max Upward Total Deflection Total Deflection Ratio 0.916 1 3.5x14.0 2,657.39psi 2,900.00 psi +D+0,750Lr+0,750L-HH 7.973ft Span # 1 0.296 in 0.000 in 547 0.550 in 0.000 in 294 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 0.583 : 1 3.5x14.0 168.94 psi 290.00 psi -HD-K),750Lr+{).750L+H 12.413 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios Summary of Moment Values Summary of Shear Values Load Combination Segment Length Span# M V Mactual ft)-design Fb-allow Vactual fv-design Fv-allow Overall MAXimum Envelope Length = 13.50 ft 1 0.916 0.583 25.32 2,657.39 2,900.00 5,52 158.94 290.00 •HJ Length = 13.50 ft 1 0.485 0.311 13.40 1,406.88 2,900.00 2.95 90.33 290.00 +D+L+H Length = 13.50 ft 1 0.740 0.503 20.46 2,146.89 2,900.00 4.76 145.80 290.00 +D+Lr+fl Length = 13.50 ft 1 0.644 0.385 22.24 2,334,21 3,625.00 456 139.68 362.50 +D+O.750Lr+O.750L+H Length = 13.50 ft 1 0.916 0.583 25.32 2,657.39 2,900,00 5.52 158.94 290.00 *y Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Title: Koepke Addition Dsgnr: Project Desc: Project Notes: Job# 26-12-458 Printed: (i OCT 2012. 9:S8AM Wood Beam Design Hie; Wsf-l»i*Mp\NetFoKlertJoi8 an CADO\TLV20ia26-12-458-K(!epl(e»oepl(e.ec6 ENERCALC INC. 1983.2008, Ven 6.0.18, N:10990 • Lie. #: KW-06007823 License Owner PALOS VERDES ENGINEERINQ CORp:? Description: FB-10 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span D+Lr + L 1 0,5498 6.977 Maximum Deflections for Load Combinations < Unfactored Loads 0.0000 0.000 Load Combination Span Max. Downward Defl Location in Span Max. Upward Defl Location in Span DOnly 1 0.2538 6.977 0.0000 0.000 LrOnly 1 0.1452 7.158 0.0000 0.000 LOnly 1 0.1510 6795 0.0000 0.000 Lr+L Only 1 0.2959 6.977 0.0000 0.000 D+Lr + L 1 0.5498 6.977 0.0000 0.000 Maximum Vertical Reactions • Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.176 7.057 DOnly 2.908 3.285 LrOnly 1.108 1.612 LOnly 2.160 2.160 Lr+L Only 3.268 3.772 D + Lr + L 6.176 7.057 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID; 26-12-458 S3A Printed: S JAN 2013,11:03AI'.f Wood Beam Rl8 »\\Rsf-bacl9ip\NetFol(iertJAHR09~K\TL\2012\2Y2ICE~9\koepke.ec6 L ENERCALC, INC 1983-2012. Builcl:6.12.12.7, Ver:6,12.12.7 1 1 Lie. #: KW-06007823 Licensee ; PALOS VERDES ENGINEERING CORP. Description: FB-11 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006IBC&ASCE7-05 IVIaterial Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade : TrussJoist : Parallam2.0E Fb - Tension Fb - Compr Fc-Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi £: Modulus ofEiasticity Ebend-XX 2,000.0 ksi Eminbend-xx 1,300.0 ksi Density 34.150 pcf 0(0.09)1(0.24) T D(0.348) L(0.1) Xl|5.6) L(6.7) E(5.7) D(0M38| L(Q.34) 5.25x18.0 Span = 19.50 ft Applied Loads 25x18.0 Span = 2.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.090, L = 0.240 , Tributary Width UniformLoad: D = 0,3480, L = 0,10k/ft. Extent = 9,50 Load for Span Number 2 Uniform Load: D = 0,4380, L = 0,340, Tributary Width = 1,0 ft Point Load : D = 5.60, L = 6.70, E = 5.70 k @ 2.0 ft D£S/GWSU1WMA/?Y.;;:,/,,.:;:.V:.^:_,:J :,-..,i:.;...,:,;::.j;:„_.. 1,0 ft » 19,50 ft, Tributarv Width = 1,0ft 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 0.382 1 5.25x18.0 1,109.03 psi 2,900.00 psi +D+L+H 19.500ft Span # 1 0.076 in 0.000 in 0.055 in -0.095 in 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 0.695 : 1 5.25x18.0 201.63 psi 290.00 psi +D+L+H 19.500 ft Span # 1 Ratio = Ratio = Ratio = Ratio = 3085 0<360 866 2467 Maximum Forces & Stresses for Load Comblhatioris Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr C m Cf CL M fl) Fb V fv Fv DOnly 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.55 290.00 Length = 2.0 ft 2 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.55 290.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.382 0.695 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.20 1,109,03 2900.00 12.70 201.63 290.00 Palos V,erdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 Printed: 6JAN2013.11 03AI',f Wood Beam Ue. #: KW-06007823 FB-11 Fite«\\Rsf-baclcup\NetFol<JerUAHRO9~K\TL\2012\2Y2ICE-9\koepke.ec6 b ENERCALC. INC. 1983-2012, Build:6.12.12.7, Ver:6,12.12.7 I Licensee : PALOS VERDES ENGINEERING CORP. Description: Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Spans M V Cd C FW Ci Cr C m Ct CL M fb Fb V fv F'v Length = 2.0 ft 2 0.382 0.695 1.00 1.00 1.00 1.00 1.00 1.00 1.00 26.20 1,109.03 2900.00 12.70 201.63 290.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.55 290.00 Length = 2.0 ft 2 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.56 290.00 +0+S+H 1.00 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.177 0.319 1.00 1.00 1.00 1.00 1,00 1.00 1.00 12.12 513.05 2900.00 5.83 92.56 290.00 Length = 2.0 ft 2 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.55 290.00 +O+O.750Lr->{).750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.331 0.601 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 2900.00 10.98 174.36 290.00 Length = 2.0 ft 2 0.331 0.601 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 2900.00 10.98 174.36 290.00 +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 = 19.50 ft 1 0.331 0.601 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 2900.00 10.98 174.36 290.00 Length = 2.0 ft 2 0.331 0.601 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 2900.00 10.98 174.35 290.00 +0+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.66 290.00 Length = 2.0 ft 2 0.177 0.319 1.00 1.00 1.00 1.00 1.00 1.00 1.00 12.12 513.05 2900.00 5.83 92.56 290.00 +D+O.70E+FI 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.220 0.403 1.33 1.00 1.00 1.00 1.00 1.00 1.00 20.10 850.83 3865.70 9.82 155.90 386.57 Length = 2.0 ft 2 0.220 0.403 1.33 1.00 1.00 1.00 1.00 1.00 1.00 20.10 850.83 386570 9.82 155.90 386.57 +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 Length = 19.50 ft 1 0.248 0.451 1.33 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 3865.70 10.98 174.36 386.57 Length = 2.0 ft 2 0.248 0451 1.33 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 3865.70 10.98 174.36 386.57 +O+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 = 19.50 ft 1 0.248 0.451 1.33 1.00 1.00 1.00 1.00 1.00 1.00 22.68 960.03 3866.57 10.98 174.36 386.65 Length = 2.0 ft 2 0.248 0.451 1.33 1.00 1,00 1.00 1.00 1.00 1.00 22.68 960.03 3866.57 10.98 174.35 385.65 +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 = 19.50 ft 1 0.314 0.574 1.33 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,213.37 3865.70 13.98 221.86 386.57 Length = 2.0 ft 2 0.314 0.574 1.33 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,213,37 3865.70 13.98 221.86 386.57 +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 Length = 19.50 ft 1 0.314 0.574 1.33 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,213,37 3865.70 13.98 221.86 385.57 Length = 2.0 ft 2 0.314 0.574 1.33 1.00 1.00 1.00 1.00 1.00 1.00 28.67 1,213.37 3865.70 13.98 221.86 386.57 +<).60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.50 ft 1 0.080 0.144 1.33 1.00 1.00 1.00 1.00 1.00 1.00 7.27 307.83 3865.70 3.50 55.54 386.57 Length = 2.0 ft 2 0.080 0.144 1.33 1.00 1.00 1.00 1.00 1.00 1.00 7.27 307.83 386570 3.50 55.54 386.57 +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 = 19.50 ft 1 0.167 0.308 1.33 1.00 1.00 1.00 1.00 1.00 1.00 15.25 645.61 3865.70 7.49 118.87 385.57 Length = 2.0 ft 2 0.167 0.308 1.33 1.00 1.00 1.00 1.00 1.00 1.00 15.25 645.61 3865.70 7.49 118.87 386.57 Overall Maximum Deflections ' Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max."+" Defl Location in Span D+L EOnly Vertical Reactions - Unfactored 0.1559 0.0553 8.933 2.000 EOnly Support notation : Far left is #1 -0.0720 0.0000 Values in KIPS 15.578 15.578 Load Combination Support 1 Support 2 Supports Overall MAXimum DOnly LOnly EOnly D+L D+E D+L+E 3.241 1.367 1.874 -0.585 3.241 0.782 2.556 28.296 10.826 11.186 6.285 22.012 17.111 28.296 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 Printed: 8 JAN 201.111 •12AM Wood Beam Flte=\Wsf-bacluip\N9tFol(iertJAHR09-K\TL\2012\2Y2ICE~9\l<oepke.ec6 W , ENERCALC, INC, 1983-2012,8iilld:6,12,12.7,Ver:6.12.t2.7 1 1 Lie. # : KW-06007823 Licensee : PALOS VERDES ENGINEERING CORP. Description: FB-12 CQDEREFERENm Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 2006IBC&ASCE7-05 IVIaterial Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade TrussJoist : Parallam2.0E Fb- Fb- Fc- Fc- Fv Ft Tension Compr Pril Perp Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 2,900.0 psi 2,900.0 psi 1,600.0 psi 650.0 psi 290.0 psi 1,000.0 psi £; Modulus ofEiasticity Ebend-XX 2,000.0ksi Eminbend-xx 1,300.0 ksi Density 34.150 pcf 0(2.9) L(3.7) D(0.218) L(0.12) 1 r 5.25x11.25 Span = 11.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads UniformLoad: D = 0.2180, L = 0,120, Tributary Width = 1.0 ft Point Load : D = 2.90, L = 3.70 k @. 3.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.76Q 1 Section used for this span 5.25x11.25 fb: Actual = 2,203.18 psi FB: Allowable = 2,900.00psi Load Combination +D+L+H Location of maximum on span = 3.493ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.151 in Max Upward L+Lr+S Deflection 0.000 in Max Downward Total Deflection 0.306 in Max Upward Total Deflection 0.000 in Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio Section used forthis span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio •• Ratio •• Ratio •• Ratio • 873 0 <360 431 0 <180 Design OK 0.535 : 1 5.25x11.25 155.20 psi 290.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Segment Length Span# Max Sti'ess Ratios Cd C FA/ Ci Cr C m Cf Moment Values Shear Values Load Combination Segment Length Span# M V Cd C FA/ Ci Cr C m Cf CL M fb Fb V tv Fv DOnly 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.372 0.266 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.95 1,078.22 2900.00 3.04 77.18 290.00 +D+L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.760 0.535 1.00 1.00 1.00 1.00 1.00 1.00 1.00 20.33 2,203,18 2900.00 6.11 155.20 290.00 +0+Lr+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.372 0.266 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.95 1,078,22 2900.00 3.04 77.18 290.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.372 0.266 1.00 1.00 1.00-1.00 1.00 1.00 1.00 9.95 1,078.22 2900.00 3.04 77.18 290.00 +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 = 11.0 ft 1 0.663 0468 1.00 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921.87 2900.00 5.34 135.70 290.00 4 Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 P.ri,nted: « JAN 2013.1T12AM Wood Beam Description: FB-12 Fite=\\Rsf-backup\NetFol(fertJAHRO9'»TL\2012\2Y2ICE-9\koepke.ec6 k ENERCALC, INC. 1983-2)12,8uikl:6.12.12.7. Ver:6.12.12.7 I Licensee : PALOS VERDES ENGINEERING CORP. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C F/V Ci Cr C m Ct CL M fb Fb V fv F'v +D+O.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 = 11.0 ft 1 0.663 0.468 1.00 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921.87 2900.00 5.34 135.70 290.00 +D+W/+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.372 0.265 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.95 1,078.22 2900.00 3.04 77.18 290.00 +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 = 11.0 ft 1 0.279 0.200 1.33 1.00 1.00 1.00 1.00 1.00 1.00 9.95 1,078.22 3865.70 3.04 77.18 385.57 +O+O.750Lr+0.750L+O.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0497 0.351 1.33 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921.87 3865.70 5.34 135.70 385.57 +O+fl.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 Length = 11.0 ft 1 0.497 0.351 1.33 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921.87 3866.57 5.34 135.70 386.65 +D+0.750Lr+O.750L+{).5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.497 0.351 1.33 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921,87 3865.70 5.34 135.70 385.57 +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 Length = 11.0ft 1 0.497 0.351 1,33 1.00 1.00 1.00 1.00 1.00 1.00 17.74 1,921,87 3855.70 5.34 135.70 385.57 +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 = 11.0 ft 1 0.167 0.120 1.33 1.00 1.00 1.00 1.00 1.00 1.00 5.97 646.93 3865.70 1.82 46.31 385.57 -t<].60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 1 0.167 0.120 1.33 1.00 1.00 1.00 1.00 1.00 1.00 5.97 646.93 3865.70 1.82 46.31 386.57 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-"Defl Location in Span Load Combination Max."+" Defl Location in Span D+L Vertical Reactions - Unfactored 1 0.3062 5.139 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 6.435 3.253 3.183 6.436 4.036 2.199 1.837 4.036 ID S9I Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB 26-12-458 SHEET NO CALCULATED BY CHECK BY SCALE 3:^E OF AL DATE 1/2/13 DATE 4.0 FLOOR FRAMING (continued) -j -j -"t 4.13 (FB-13) W=ot, LEVA'S !>H. zx? PLT^ 4.14(FB-14) 4.15 (FB-15) •l^ \u V :3 > 7i5^ I / i i i Palos Verdes Engineering Corp 663 Valley Avenue, Suite 101 Project Title: Engineer: Project Descr: Koepke Addition Proiect ID: 26-12-458 Wood Beam Printed: 5 F'Eli2013.1Q:09AM fite » »f.|)actopSNe(Folii«rUAHR09-WTLtt01»2Y2ICe-9*oepke.ec6 k ENERCALC. INC 1983-2012. Biiild:6.13.1? 7 V6r:fi 1? 15 7 1 1 Lie. # : KW-06007823 Licensee : PALOS VERDES ENGINEERING CORP. Descnption: rB-i3 CODE REFERENCES Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: 20061 BC&ASCE7-05 IVIaterial Properties Analysis Method: Allowable Stress Design Load Combination 2006IBC&ASCE7-05 Wood Species Wood Grade Douglas Fir - No.l Larch Beam Bracing : Beam Is Fully Braced against lateral-torsion buckling Fb - Tension 1000 psi Fb Compr 1000 psi Fc-Pril 1500 psi Fc-Perp 625 psi Fv 180 psi Ft 675 psi £: Modulus ofEiasticity Ebend- xx Eminbend - xx Density 1700 ksi 620 ksi 32.21 pcf D(0.46) 1(1.073) D(0.02) L(0.053) t t t i 4x12 Span = 10.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.0530, Tributary Width = Point Load: D = 0.460, L = 1.073 k @ 3.0 ft DESIGN SUMMARY 1.0 ft Design OK Maximum Bending Stress Ratio = 0.620 1 Maximum Shear Stress Rafio 0.307 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 682.40psi fv: Actual = 55.21 psi FB : Allowable = 1,100.00 psi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.027ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.070 in Ratio = 1804 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.102 in Ratio = 1233 Max Upward Total Deflection 0.000 in Ratio O<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Sti'ess Ratios Moment Values Shear Values Segment Length Span # M V Cd Cfryv C| Cr Cm Ct CL M fb Fb V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.193 0.096 1.00 1.10 1,00 1.00 1.00 1.00 1.00 1.31 212.60 1100.00 0.45 17.27 180.00 +0+L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtii = 10.50 ft 1 0.620 0.307 1.00 1.10 1.00 1.00 1.00 1.00 1.00 4.20 682.40 1100,00 1.45 55.21 180.00 +D+Lr+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.193 0.096 1.00 1.10 1.00 1.00 1.00 1.00 1.00 1.31 212.60 1100.00 0.45 17.27 180.00 +0+S+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtti = 10.50 ft 1 0,193 0.096 1.00 1.10 1.00 1.00 1.00 1,00 1.00 1.31 212.60 1100.00 0.45 17.27 180.00 +D+O.750Lr+O.750L+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 LengUi = 10.50 ft 1 0.514 0.254 1.00 1.10 1.00 1.00 1.00 1.00 1.00 3.48 564.95 1100.00 1.20 45.72 180.00 Palos VSrdes Engineering Corp 663 Valley Avenue, Suite 101 Projecf Title: Engineer: Project Descr: Wood Beam Lie. # : KW-06007823 FB-13 Description: Koepke Addition Proiect ID: 26-12-458 Printed: 5 ret) 2013.10:09Atv< Fite=\Wbacl(up\NelFol(l8rUAHRO9-t«rL\2012S2Y2ICE'9\koepke.ec6 k ENERCALa INC. 1983-2012, Bui1cl;6.12,12.7, Ver;6.12.12.7 I Licensee : PALOS VERDES ENGINEERING CORP. 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 fb Fb V fv Fv +O+O.750L+O.750S+FI 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.514 0.254 1,00 1.10 1.00 1.00 1.00 1.00 1.00 3,48 564.95 1100.00 1.20 45.72 180.00 +D+W+H 1.10 1.00 1.00 1,00 1.00 1,00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.193 0.096 1,00 1.10 1.00 1.00 1.00 1.00 1,00 1,31 212.60 1100.00 0.45 17.27 180.00 +0+OJOE+H 1.10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.145 0.072 1,33 1.10 1.00 1.00 1.00 1.00 1,00 1.31 212.60 1466.30 0.45 17.27 239.94 +O+{).750Lr+O.750L+«.750W+H 1.10 1,00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.385 0.191 1,33 1.10 1.00 1.00 1.00 1.00 1.00 3.48 564,95 1466,30 1.20 45.72 239.94 +O+{).750L+0.750S+O,750W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10,50 ft 1 0.385 0.191 1.33 1.10 1,00 1.00 1.00 1.00 1.00 3.48 564,95 1466.63 1.20 45.72 239.99 +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 = 10.50 ft 1 0.385 0.191 1.33 1.10 1.00 1.00 1.00 1.00 1.00 3.48 564,95 1466.30 1.20 45.72 239.94 +O+O.750L+0.750S+O.5250E+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.385 0.191 1.33 1.10 1.00 1.00 1.00 1.00 1.00 3.48 564,95 1466.30 1.20 45.72 239.94 +0.60D+W+H 1.10 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 LengUi = 10.50 ft 1 0.087 0.043 1.33 1.10 1.00 1,00 1.00 1.00 1.00 078 127.56 1466.30 0.27 10.36 239.94 -tO.60D+O.70E+H 1,10 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Lengtii = 10.50 ft 1 0.087 0.043 1.33 1.10 1.00 1.00 1.00 1.00 1,00 0.78 127.56 1466.30 0.27 10.36 239.94 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-' Defl Location in Span Load Combination Max."+" Defl Location in Span D+L Vertical Reactions-Unfactored 0.1021 4.867 Support notation: Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum DOnly LOnly D+L 1.524 0.480 1.045 1.524 0,867 0.283 0.585 0.867 Palos Verdes Engineering Corporation Consulting Structural Engineers 27520 Hawthorn Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO •?)4r CALCULATED BY CHECK BY SCALE 26-12-458 AL OF 'DATE "DATE 8/14/12 5.0 LATERAL DESIGN & ANALYSIS Wind: P = A Kzt I ps30 (ASCE 7 - Equation 6-1) Seismic: V = C.W, (IBCEquation I2.8-I) A = 1.21 (fig. 6-3) 1.339 S,= 0.503 Kzt = 1.00 (fig 6-4) Fa = 1.0 F,= 1.5 PS30 = 11.7 psf (fig. 6-3) R = 6.50 1= 1.00 1 = 1.0 (table 11.5-1) V = 0.098 * Wt (p - Redundancy) P = 14.1 psf Redundancy Criteria 1st story 2nd Story 3rd Story Wind Loads ASCE 7-05 Section; 12.3.4.2 Condition A: --- P = 14.1 psf X trib. Area ASCE 7-05 Section: 12.3.4.2 Condition B: --- 3rd Level P = 1.3 1.3 1.3 Direction: N/S 14.1 psf X 64 sq. ft. = 903 lbs. Direction: E/W = 14.1 psf X 70 sq. ft. = 987.6 lbs 2nd Level Direction: N/S = 14.1 psf X 264 sq. ft. = 3725 lbs Direction: E/W = 14.1 psf X 235 sq. ft. = 3316 lbs 1st Level Direction: N/S = 14.1 psf X 360 sq. ft. = 5079 lbs Direction: E/W = 14.1 psf X 297 sq. ft. -4190 lbs 3rd Level Weight RoofWt. Exterior Wall Wt Interior Wall Wt 2nd Level Weight Diaphragm Exterior Wall Wt Interior Wall Wt RoofWt. 1st Level Weight Diaphragm Exterior Wall Wt Interior Wall Wt 15.0 psf X 918 sq.ft. 16.0 psf X 214 sq. ft. 8.0 psf X 0 sq. ft. Total Trib. WR 15.0 psf X 389 sq. ft. 16.0 psf X 650 sq. ft. 8.0 psf X 352 sq. ft. 15.0 psf X 1092 sq. ft. Total Trib. WR = 15.0 psf X 1334 sq. ft. 15.0 psf X 872 sq. ft. 8.0 psf X 512 sq. ft. 13770 lbs. 3424 lbs. 0 lbs. 17194 lbs. 5835 lbs. 10400 lbs. 2816 lbs. 16380 lbs. 35431 lbs. 20010 lbs. 13080 lbs. 4096 lbs. Total Seismic Dead Load: ASD Base Shear: Total Trib. WR = Wt- 89811 lbs. V= 0.098 *1.3* Wt = 37186 lbs. 11442 lbs. ISI Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-1 Paseo Delicias • P.O. Box 2211 • Rancho Santa Fe, CA 92067 Telephone (858) 759-2434 - Fax (858) 759-8324 JOB 26-06-912 SHEET NO CALCULATED BY CHECK BY SCALE OF AL DATE 8/14/12 DATE Seismic Lateral Distribution V = 11442 Ibs. F V Level hx Wx hx (lbs) (ft) (Ibs-ft) Swi(hiN (lbs) (lbs) 3rd 17194 26 447044 0.332 3798 3798 2"" 35431 17 602327 0.447 5117 8915 1st 37186 8 297488 0.221 2527 11442 1346859 1.000 11442 Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 3b AL OF ^DATE "DATE 1/2/13 5.1 LATERAL DESIGN & ANALYSIS - 3rd Story N/S E/W Gridline C D Length of Shearwalls Total Wall Ht. 8 8 Type c 6 Gridline 6 7 Length of Shearwalls Total Wall Ht. 8 8 Type C A Gridline C D 16 15.5 Wall Ht. 8 8 Type c 6 Gridline 6 7 4 4 Wall Ht. 8 8 Type C A Gridline C D 8 7.5 Wall Ht. 8 8 Type c 6 Gridline 6 7 11 10.5 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A Gridline C D 0.0 Wall Ht. 8 8 Type c 6 Gridline 6 7 0 Wall Ht. 8 8 Type C A ID 26-12-458 Palos Verdes Engineering Corporation JOB Civil and Structural Consulting SHEET NO 37 OF Ql CALCULATED BY AL DATE 1/2/13 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 CHECK BY DATE Telephone (310) 541-5055 -Fax (310) 541-0321 SCALE 5.1 LATERAL DESIGN & ANALYSIS Gridline ( C) , 50.0 % ( 3798 x 0.50 = 1899 lbs) 1899 lbs. / A V = 15.5 ft. = 123 plf OTF = 980 lbs. f use |v\ST37 Gridline (^) , 50.0 % ( 3798 x 0.50 = 1899 lbs) 1899 lbs. V = TI ft~ = 253 plf OTF = 2025 lbs. ID! Palos Verdes Engineering Corporation JOB 26-12-458 Civil and Structural Consulting SHEET NO op CALCULATED BY AL DATE 1/2/13 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 CHECK BY DATE Telephone (310) 541-5055 -Fax (310) 541-0321 SCALE 5.1 LATERAL DESIGN & ANALYSIS Gridline (^) 50.0 % ( 3798 x 0.50 = 1899 lbs) 1899 lbs. V = 4.0 tt. = 475 plf OTF = 3798 lbs. ^ Vie Gridline fT) , 50.0 % ( 3798 X 0.50 = 1899 lbs) 1899 lbs. V = 105 ft~ = 181 plf OTF = 1447 lbs. Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 il. AL OF _DATE DATE 1/2/13 5.1 LATERAL DESIGN & ANALYSIS - 2nd Story N/S E/W Gridline C D Length of Shearwalls Total Wall Ht. 8 8 Type C C Gridline 4 6 7 Length of Shearwalls Total Wall Ht. 8 8 8 Type £ C Gridline C D 12 12.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 4 4 Wall Ht. 8 8 8 Type £ C Gridline C D 3 4 3 9.3 Wall Ht. 8 8 Type C C Gridline 4 6 7 4 4 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 11 10.5 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Gridline C D 0.0 Wall Ht. 8 8 Type C C Gridline 4 6 7 0 Wall Ht. 8 8 8 Type £ C Id Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 Ap OF AL DATE 1/2/13 DATE 5.1 LATERAL DESIGN & ANALYSIS Gridline 50.0 % ( 5117 X 0.50 = 2558 lbs) 2558 lbs + 1899 lbs v = 12.0 ft. OTF = 2972 lbs. 371 plf Gridline 12.0 % ( 5117 X 0.12 = 614 lbs) 614 lbs 4- 1899 lbs V = 9.3 ft. OTF = 2173 lbs. 272 plf 113! Palos Verdes Engineering Corporation JOB 26-12-458 Civil and Structural Consulting SHEET NO A\ OF CALCULATED BY AL DATE 1/2/13 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 CHECK BY DATE Telephone (310) 541-5055 -Fax (310) 541-0321 SCALE 5.1 LATERAL DESIGN & ANALYSIS Gridline (T) , 6.0 % ( 5117 x 0.06 = 307 lbs) 307 lbs. V = 4.0 ft. = 77 plf OTF = 614 lbs. Gridline fl^ , 14.0 % ( 5117 X 0.14 = 716 lbs) 716 \bs + 1899 lbs V = 4.0 ft. = 654 plf OTF = 5231 lbs. IN Gridline (T) , 50.0 % ( 5117 X 0.50 = 2558 lbs) 2558 lbs -I- 1899 lbs V = 10.5 ft. = 425 plf OTF = 3396 lbs. Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 AL OF DATE DATE 8/14/12 5.1 LATERAL DESIGN & ANALYSIS - 1st Story N/S EAV Gridline A D Length of Shearwalls Total Wall Ht. 8 8 Type Gridline 2.3 5 8 Length of Shearwalls Total Wall Ht. 8 8 8 Type Gridline A D 11 10.5 Wall Ht. 8 8 Type Gridline 2.3 5 8 12 12 Wall Ht. 8 8 8 Type Gridline A D 3 4 7.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 8 4 12 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 8 5 12.75 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 • Wall Ht. 8 8 8 Type Gridline A D 0.0 Wall Ht. 8 8 Type Gridline 2.3 5 8 0 Wall Ht. 8 8 8 Type TO Ql Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Havrthome Blvd., Suite 250 - Rolling HiUs Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 OF AL DATE 8/14/12 DATE 5.1 LATERAL DESIGN & ANALYSIS Gridline (7^ , 34.0 % ( 2527 x 0.34 859 lbs) _859__lbs_4- 2674 lbs V = 10.5 ft. OTF Gridline 2692 lbs. 0 . 22.0 % 337 plf ( 2527 X 0.22 = 556 lbs) 556 lbs + 4296 lbs v = 7.0 ft. OTF = 5545 lbs. 693 plf C \ DBL SIDED i use" HOUS ra Ql Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO CALCULATED BY CHECK BY SCALE 26-12-458 OF AL DATE 8/14/12 "DATE 5.1 LATERAL DESIGN & ANALYSIS Gridline (ij) , 13.0 % ( 2527 x 0.13 = 329 lbs) 329 lbs + 154 lbs OTF Gridline 12.0 ft. 322 lbs. 40 plf Vi.O' 50.0 % ( 2527 X 0.50 = 1264 lbs) 1264 lbs + 2769 lbs v = ilo ft~ OTF = 2688 lbs. 336 plf Hit Wfiv^ Gridline 33.0 % ( 2527 X 0.33 = 834 lbs) 834 Ibs -H 4457 Ibs v = 12.8 ft. OTF = 3320 lbs. 415 plf IU" Palos Verdes Engineering Corporation Consulting Structural Engineers 6027-1 Paseo Delicias • P.O. Box 2211 • Rancho Santa Fe, CA 92067 Telephone: (858) 759-2434 • Fax: (858) 759-8324 E-mail: ranchosantafe@pvec.com PROJECT JOB #. SHEET NO 44A OF CALCULATED BY /\L DATE CHECKED BY DATE SCALE it '/vA. (v^iNO ^r^c^) - fzooV^O [§.SV- \'7^^1k -Zloo fPE-e. i ^if>Tl' •rz. S' M by frtirj. \ \ -Tiey LAt&^ 12" (7.^ ; U,TTip^/</VL = 3o^*/Mewgcb CTT^UE (f,i/v, AIDS) U^t - /z'" 7^4PeGei> (£,Ly\55 fAw»- ^7%" ALW^'unn ^Mofc ^^^^ 4> (g. 105 rai Palos Verdes Engineering Corporation Civil and Structural Consulting 27520 Hawthorne Blvd., Suite 250 - Rolling Hills Estates, CA 90274 Telephone (310) 541-5055 - Fax (310) 541-0321 JOB SHEET NO 4S CALCULATED BY CHECK BY SCALE 26-12-458 OF AL DATE 2/5/13 DATE 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w= 1163 plf width = 1163 plf ^ 1.163 ft (MIN.) => 14 INCHES (MIN.) 1000 psf ASBP= 1000 psf 15" WIDE CONTINUOUS FOOTING W/ 1 - # 4 TOP AND BOTTOM 18 " INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING i 4 / P^,= 1000 * 15 * 48 12 12 P^i= 5000 lbs 6.3 PAD DESIGN PAD Pl P2 SIZE 48 " SQUARE x 12 " THK W/ 6 -# 4 EACH WAY 60 " SQUARE X 12 " THK W/ 7 -# 4 EACH WAY LOAD P„„x= 1000 * 4.0 P„^= 16000 lbs Pmax= 1000 * P^^ = 25000 lbs SPECIALIZING IN ROOF AND FLOOR TRUSSES COMMERCIAL RESIDENTIAL ROOM ADDITIONS COMPETITFV^E PRICING FREE AND PROMPT ESTIMATES 2521 Oceanside Blvd. Suite D Oceanside, CA 92054 Phone: 760/966-1639 Fax: 760/966-1684 eMail: NCTruss@Live.Com This reviev I and cofrelaisd at fhe \ is only <:ir wtiich fhe itjsbt is a cdmponent. responsibte[]for: dime sions lo 4- I^RevHK^d CIIFurnish lis C^diid QRejei fjcTX ReviseaUid QSubn itSpecifii (tem gerWal with the Qi*jgn concept of th<! project aid general co laliance \*ith the infcimation grisn in itie Co tract Doc intents. QlxrefeSins comments irade on tl e strap dr this review do not compliance \^ith ttV nibuirementij ol and specifi :(!tiona^ Ap irovai of a spec1i.w ... shall not in:ude app ova) of an assembly obsite: infurmation ttlijat pertains so^ly to the pjncation |i)roceseesltr to the means, methods, techniques, sequences and procedures of construction: coordination of his or her Work with that of all other trades; and tor pertorming all work in a safe and satisfactory manner. _^-l?l':,?I!tiES ENGINEERING CORP 0.' ^Il3 conformai • ce of ik)ntractof is ':e confirnoiff 1^ nit 1< \ / \ \ KOEPKE 4/12 2/12 PITCH 182 CHINQUAPIN AVE #C 2x4 TOP CHORD CALSBAD 12" OVERHANG COMPOSITION ROOF WIND EXP: C WIND SPEED: 90fiiph BEVELED END BLOCK )f NORTH COUNTY TRUSS ASSUMES NO x RESPONSIBILITY FOR TRUSSES CUT OR INSTALLED IMPROPERLY. X BACKCHARGES ARE NOT ACCEPTED x TYPE QTY Description AGE AS 5397868 GABLE END 5397869 Scale: 5/16" NORTH COUNTY TRUSS IN STRICT ACCORDANCE WITH CBC 2303.4 PREFABRICATED 3 JANUARY, 2013 Copyrignt (c) CompuTrjs Inc. llllliilllllll LUMBER SPECIFICATIONS TC: 2x4 Df #2 BC: 2x4 DF (2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. C-1.5x2.6 or ei)ual at non-structural vertical leabers (uon). Connector plate prefix designators: C,CN,C16,CN18 (or no prefix) = Co«puTrus, Inc M,M20HS,MieHS,H16 = NiTek MT series TRUSS SPAN 15'- 10.0- LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING LL( 20.0)*DL( 8.0) ON TOP CHORD = 28.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 33.0 PSF BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ANO BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Gable end truss on continuous bearing wall. M-1x3 or equal typical at stud verticals. Refer to ConpuTrus gable end detail for coaiplete specifications. Design conforms to lain windforce-resisting systea and conponents and cladding criteria. 90 iph, h=15ft, TCDL=4.8,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, KKFRS, interior zone, ioad duration factor=l.6 Truss designed for wind loads in the plane of the truss only. ;Note:Truss design requires continuous j -N. j bearing wail for_ entire s^an UON. 7-11 12 4.00 : H-4X5 ,4.0" 7-11 12 J 4.00 2.0" M-1x3 M-2.5x4 > 1-00 7-11 7-11 15-10 M-2.5x4 _> y 1-00 JOB NAME: KOEPKE Truss: AGE DES. BY: LA DATE: 1/3/2013 SEQ.: 5397868 TRANS ID: 357606 miiiiiHiii WARNINGS: 1. Builder and erection contractor stiouM be advised ol al General Notes and Warnings before conslruclion commences. 2. 2x4 compression web bracing must be nistalled where shown 3. Al lateral force resisting elements such as temporary and permanent stability brvctng must be designed by dettgn er of complete structure. Con^Tnjs assumes no responsiblHy for such bracniQ. 4. No load should be appked lo any component until after all bracing and fasteners tre comptete and at no time shouid any loads greaterthan design loads be aF^lied to any component. 5. CompuTrus has no control over and assumes no responsibity for the fabricatiDn. handling, shipment and instaUation of components. 6. This design is fmished subject to the hrutations set forth by TPt/WrCA in BCSI. copies of whicti will be fumished upon request. MiTek USA, Inc/CompuTajs Software 7.6.2(1 L)-E Scale: 0.4536 GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate forthe design parameters shown. Review and approval is the responslbUty of the building designer, not the Injss designer or truss engineer. 2. Design assumes the lop end bottom chords to be laterally braced at 2 o.c and at 17 o.c. respective unless braced throughout iheir length by conlinuous sheathoig such as plywood 5heathing(TC) and/or drywalKBC). 3. 2x Imped bridging or lateral bradng raquired where shown + 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition' of use. e. Design assumes ful bearing sl aH supports shown. Shim or wedge if necessary. 7. Design assimies adequate drainage is provided, fl. Ptates shal be located on both faces of truss, and placed so their cenler fines coincide with joint cenler lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-131 l,ESR-igft6 {UiTelO CDmpuTrus. Inc. FOR GABLE ENDS UNDER 6 -1" IN HEIGHT •• MINIMUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG-FIR Custom Software Engineering Manufacturing Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h>30ft max, ASCE 7-05, Enclosed, Cat2, Exp.C. gable end zone, load duration factor=1.B GABLE END i NO (2) M-25x4 2x4 BRACE AT 16 -0- o.c. OR AT CENTERLINE. ATTACH WITH 16d NAILS SHOWN IN (). STRUCTURAL TRUSSES PLATE BRACING FOR GABLE END FLE NO: GABLE 90C(-6'-1") DATE: 07/01/09 REF: 25-15 DES: SC BC 2009/CBC 2010 SEQ: S151508 CUTOUT FOR 4x2 OUTLOOKER M.2.5X4 (Spl) * CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9" o.c. 4x2 OUTLOOKER DETAILS Illilllllllill LUMBER SPECIFICATIONS TC: 2x4 DF K1SBTR BC: 2x4 DF «2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"0C. UON. BC LATERAL SUPPORT <= 12-OC. UON. OVERHANGS: 12.0-12.0- Connector plate prefix designators: C,CN,C18,CNie (or no prefix) = CompuTrus, M,M20HS,UieHS,U16 HlTek MT series TRUSS SPAN 15'• 10.0' LOAD DURATION INCREASE =1.25 SPACED 24.0" O.C. LOADING LL( 20.0)*DL( 8.0) ON TOP CHORD = 28.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 33.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAO. TOP AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. BEARING LOCATIONS 0'- 0.0" 15'. 10.D- CBC2010/IBC2009 1- 2=( -IB) 2- 3=(-1524) 3- 4=(.1524) 4- 5=( -18) MAX VERT REACTIONS •100/ 579V -100/ 578V MAX MEMBER FORCES 4WR/GDF/Cq-1.00 17 2-6=(-569) 1397 6-3=(.140) 548 636 6.4=(.569) 1397 636 17 MAX HORZ REACTIONS -66/ 66H -66/ 66H BRG SIZE 3.50" 3.SO- REQUIRED BRG AREA SO.IN. (SPECIES) 0.93 DF ( 625) 0.93 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/24D , TL=L/180 MAX LL DEFL = 0.002" f -1 - 0.0" Allowed = 0.100" MAX TL DEFL = 0.002" P -1 - 0.0" Allowed = 0.133" MAX LL DEFL = 0.112" P 7 - 11.0" Allowed = 0.762" MAX TL DEFL = -0.174" P 7 - 11.0" Allowed = 1.017' MAX LL DEFL = 0.O02" P 1 6 - 10.0" Allowed = 0.100" MAX TL DEFL = 0.002- P 1 6 - 10.0" Allowed -0.133- MAX HORIZ. LL DEFL = -0 057" ( 15'- 6.5" MAX HORIZ. TL DEFL = 0 089" P 15'- 6.5" 7-11 12 4.00 1 12 2.00 f M-4x5 4.0" 7-11 12 i4.00 2.0" M-5x5 This truss does not include any tiie dependent defomation for long ten loading (creep) in the total load deflection. The building designer shall verify that this paraaeter fits with the intended use of this coiponent. Design conforis to lain windforce-resisting systea and coaponents and cladding criteria. Wind: 90 nph, h=15ft, TCDL=4.B,BCDL=3.0, ASCE 7-05, Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=l.6 M-3x8 2.00 ' 12 1-00 1-00 7-11 7-11 15-10 1-00 ...),. > 1-00 JOB NAME: KOEPKE Truss: AS DES. BY: LA DATE: 1/3/2013 SEQ.: 5397869 TRANS ID: 357606 IVIIil WARNINGS: 1. Builder and erection contrador should be advised of al General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. Al lateral force resisting elements such as temporary and permanent staUWy bractfig must be designed by designer of complele structure. CompuTrus assumes no responsiblHy for such bradng. 4. No load should be appfed lo any component unlil afler aH bracing and fasteners are complele and at no time should any loads greater than design loads be apjriled to eny component. 5. CompuTnjs has no control over and assumes no responsibity for the fabrication, handling, shipment and instalation of components. e. This design is hirrWshed subject to Vna limitations set forth by TPI/WTCA in BCSI, copies of which will be fUmished upon request. MiTek USA, Inc/CompuTAJS Software 7.6.2(1 L)-E Scale£_0^3553 GENERAL NOTES, ur^ess otherwise noted: 1. This tmss design is adequate forthe design parameters shown. Review and approval Is the responstoiMy of the bulding designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at IO" o.c. respectively unless braced throughout their lengtn tay continuous sheathing such as plywrood sheatMngCTC) and/or drywall(BC). 3. 2x Impad tKMging or lateral bracing required where shown *• 4. Instalation of truss is the responsilJilily of Ihe respective contrador. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition' of use. 8. Design assumes ful bearing at afl sui^iorts shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates ShaH be located on bolli faces of tnjss, and placed so their cenler ines coincide with Joint center lines. 9. Digits indicele size of plate In inches. 10. For basic connedor plate design values see ESR-1311. ESR-1988 (MlTek) BUILDING ENERGY ANALYSIS REPORT PROJECT: Koepke Residence 182 Chinquapin Avenue, Unit C Carlsbad, CA 92008 Project Designer: Rosalind Koepke 182 Chinquapin Ave #C Carlsbad, CA 92008 (760) 224-9704 Report Prepared by: Huanming Cong Kramer Engineering Services 4901 Morena Blvd., Suite 1001 San Diego, CA 92117 (858) 274-9860 Job Number: KOEPKE1 Date: 1/3/2013 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 Buiiding Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10. \:24 ID:KOE0mi ' TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-IR Mandatory Measures Summary 8 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 Room Heating Peak Loads 13 Room Cooling Peak Loads 15 EnergyPro 5.1 by EnergySoft job Number: ID: K0EPKE1 User Number: 5196 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1R Project Name Koepke Residence Building Type El Single Family • Addition Alone • Mu\\\ Family IZ Existing-n Addition/Alteration Date 1/3/2013 Project Address 182 Chinquapin Avenue, Unit C Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 1,350 Addition 171 # of Stories 3 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. El Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (/r) Features (see Part 2 of 5) Status Floor Wood Framed w/o Crawl Space R-19 1,179 Existing Roof Wood Framed Attic R-30 710 Existing Roof Wood Framed Rafter R-30 295 Existing Wall Wood Framed R-13 659 Existing Door Opaque Door None 20 Existing Wall Wood Framed R-13 658 New Wall Wood Framed R-19 222 New Roof Wood Framed Rafter R-30 171 New FENESTRATION u-Exterior Orientation Area(fl^ Factor SHGC Overhang Sidefins Shades Status Skylight 3.4 1.300 0.60 none none None Existing Front (NW) 5.0 0.350 0.28 none none Bug Screen Altered Rigttt (SW) 28.0 0.350 0.28 none none Bug Screen Altered Right (SW) 53.0 0.350 0.28 none none Bug Screen New Rear (SE) 40.0 0.350 0.28 none none Bug Screen Altered Rear (SE) 92.0 0.350 0.28 none none Bug Screen New Left (NE) 39.0 0.350 0.28 none none Bug Screen Altered Right (SW) 40.0 0.330 0.25 none none Bug Screen New Left(NE) 14.0 0.350 0.28 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Furnace 78% AFUE No Cooling 13.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status Existing Furnace Ducted Ducted Attic, Ceiling Ins, vented 4.2 Altered WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 3 of 16 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Koep/ce Residence Building Type EZI Single Family • Addition Alone • l\^ulti Family • Existing-n Addition/Alteration Date 1/3/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checl<list. 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. The HVAC System 1985 furnace does not Include a cooling system, field verification is not necessary. 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 given. EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 4 of 16 , PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Koepi<e Residence Building Type IZ Single Family • Addition Alone • Multi Family IZ Existing-i- Addition/Alteration Date 1/3/2013 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "•"^^ (kBtu/ft^-yr) Space Heating 15.72 13.49 2.23 Space Cooling 24.28 13.19 11.10 Fans 9.44 6.20 3.23 Domestic Hot Water 21.94 21.94 0.00 Pumps 0.00 0.00 0.00 Totals 71.39 54.83 16.56 Percent Better Than Standard: 23.2% 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: (NW) 315 deg 1.00 Natural Gas 1,179 0 9.0 0.35 0.28 Ext. Walls/Roof (NW) (NE) (SE) (SW) Roof Wall Area 289 527 526 528 1,179 TOTAL: Fenestration/CFA Ratio: Fenestration Area 5 53 732 121 3 314 23.3% 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 Kramer Engineering Services ^jym»<^L^<A^,,^ Address 4901 Morena Blvd., Suite 1001 Name Huanming Cong City/State/Zip San Diego, CA 92117 Digitally signed by Huanming Cong y-^ DU: cn=Huanming Cong, Kramer Engifwering, ou, email=sam@kramer- engifwering.com, c=U5 Date: 2013.01.03 09:11:58 -OS'OO' 1/3/2013 Phone esse; 274-9860 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 Rosalind Koepke Address 182 Chinquapin Ave #C Name Rosalind Koepke City/State/Zip Carlsbad CA 92008 Phone C760; 224-9704 Signed License # Date EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Paqe 5 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-IR Project Name Koep/ce Residence Building Type IZ Single Family • Multi Family • Addition Alone IZ Existing+ Addition/Alteration Date 7/3/2073 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 Floor 1,179 0.048 R-19 0 180 Existing 4.4.2-A4 Second Floor Roof 710 0.031 R-30 0 0 Existing 4.2.1-A20 Second Floor Roof 295 0.035 R-30 315 0 Existing 4.2.2-A17 Second Floor Wall 88 0.102 R-13 315 90 Existing 4.3.1-A3 Second Floor Door 20 0.500 None 315 90 Existing 4.5.1-A4 Second Floor Wall 279 0.102 R-13 225 90 Existing 4.3.1-A3 Second Floor Wall 60 0.102 R-13 225 90 New 4.3.1-A3 Second Floor Wall 40 0.102 R-13 135 90 Existing 4.3.1-A3 Second Floor Wall 203 0.102 R-13 135 90 New 4.3.1-A3 Second Floor Wall 252 0.102 R-13 45 90 Existing 4.3.1-A3 Second Floor Wall 128 0.074 R-19 45 90 New 4.3.1-AS Second Floor Roof 171 0.035 R-30 0 0 New 4.2.2-Al 7 Junket Wall 176 0.102 R-13 315 90 New 4.3.1-A3 Turret Wall 151 0.102 R-13 135 90 New 4.3.1-A3 Turret Wall 68 0.102 R-13 225 90 New 4.3.1-A3 Turret Wall 94 0.074 R-19 45 90 New 4.3.1-AS Turret FENESTRATIO NSUR FACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments 1 Skylight 3.4 1.300 Default 0.60 Default 0 Existing Skylight Second Floor 2 Window 5.0 0.350 NFRC 0.28 NFRC 315 Altered Milgard Tuscany Low-E Vinyl Second Floor 3 Existing 0.710 Default 0.73 Default Double Metal Clear pre-altered for above 4 Window 28.0 0.350 NFRC 0.28 NFRC 225 Altered Milganl Tuscany Low-E Vinyl Second Floor 5 Existing 0.710 Default 0.73 Default Double Afefa/ Clear pre-altered for above 6 Window 53.0 0.350 NFRC 0.28 NFRC 225 New Milgard Tuscany Low-E Vinyl Second Floor 7 Window 40.0 0.350 NFRC 0.28 NFRC 135 Altered Milgard Tuscany Low-E Vinyl Second Floor 8 Existing 0.710 Default 0.73 Default Double Metal Clear pre-altered for above 9 Window 33.0 0.350 NFRC 0.28 NFRC 135 New Milgard Tuscany Low-E Vinyl Second Floor 10 Window 16.0 0.350 NFRC 0.28 NFRC 135 New Milganj Tuscany Low-E Vinyl Second Floor 11 Window 18.0 0.350 NFRC 0.28 NFRC 135 New Milgard Tuscany Low-E Vinyl Second Floor 12 Window 39.0 0.350 NFRC 0.28 NFRC 45 Altered Milgard Tuscany Low-E Vinyl Second Floor 13 Existing 0.710 Default 0.73 Default Double Metal Clear pre-altered for above 14 Window 25.0 0.350 NFRC 0.28 NFRC 135 New Milgard Tuscany Low-E Vinyl Tunret 15 Window 40.0 0.330 NFRC 0.25 NFRC 225 New Sierra Pacific Bi-Fold Low E Turret 16 Window 14.0 0.350 NFRC 0.28 NFRC 45 New Milgard Tuscany Low-E Vinyl Turret (1) U-Factor Type: (2) SHGC Type: 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC NFRC : Labeled Value : Labeled Value EXTERIOR SHADING DETAILS Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 None 1.00 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 6 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Koepl<e Residence Building Type • Single Family • Addition Alone • Multi Family Existing+ Addition/Alteration Date 1/3/2013 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 Existing Furnace Second Floor 1,179 10,611 1985 Turret 171 1,539 Totals 171 0 1,179 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Existing Furnace 1 Central Furnace 78% AFUE No Cooling 13.0 SEER Setback Existing HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status Existing Furnace Ducted Ducted Attic, Ceiling Ins, vented 4.2 • Altered • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (qal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status standard Gas 50 gal or Le 1 Small Gas Kitchen Pipe Ins 40,000 50 0.58 n/a n/a Existing MULTI-FAMILY WA1 PER H EATING DETAI LS HYDF ONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) c o •a ^ < s System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried c o •a ^ < s System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPm 5.1 by EnergySoft User Number 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 7 of 16 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Date Koep/ce Residence 7/3/2073 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(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) 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 £1677-95(2000) when specified on the CF-IR 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)1A: 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): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §1500)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. §1500)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. §1500)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. §1500)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. §1500)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. §15O0)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §1500)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 8 of 16 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name Koep/ce Residence Date 7/3/2073 §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 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 serving 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 ANSI/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 Ligliting 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 other than 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 ftz 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 linearfoot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 9 of 16 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name Koepke Residence Date 7/3/2073 §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 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: 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: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 10 of 16 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Koepke Residence Date 1/3/2013 System Name Existing Furnace Floor Area 1,350 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 31,200 Total Room Loads 678 13,611 1,278 441 16,784 Total Output (Btuh) 31,200 Return Vented Lighting 0 Output (Btuh/sqft) 23.1 Return Air Ducts 444 749 Cooling System Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 744 -744 Total Output (Tons) 0.0 Supply Air Ducts 444 749 Total Output (Btuh/sqft) 0.0 Total Output (sqft/Ton) 0.0 TOTAL SYSTEM LOAD 15,243 1,278 17,539 Air System CFM per System 800 HVAC EQUIPMENT SELECTION Airflow (cfm) 800 1985 furnace 0 0 31,200 Airflow (cfm/sqft) 0.59 Airflow (cfm/Ton) 0.0 Outside Air (%) 0.0 % Total Adjusted System Output 0 0 31,200 Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions) Note: values above given at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 34 "F Outside Air 0 cfm 67 °F < 67 "F • 103 °F 104''F —• Heating Coil Supply Fan 800 cfm 1 103 °F ROOM 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 "F Outside Air 0 cfm 76 / 62 °F -4 =• Cooling Coil Supply Fan 800 cfm 47.2 % 56 / 54 °F ROOM ~ 75 / 62 "F EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 11 of 16 ROOM LOAD SUMMARY Project Name Koep/ce Residence Date 7/3/2073 System Name Existing Furnace Floor Area 7,350 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Second Floor Second Floor 1 555 11,150 1,192 555 11,150 1,192 355 73,520 Turret Turret 1 123 2,461 86 123 2,461 86 86 3,263 PAGE TOTAL TOTAL * 678 13,611 1,278 441 16,784 PAGE TOTAL TOTAL * 678 13,611 1,278 441 16,784 * Total includes ventilation load for zonal systems. EnerqyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Paqe 12 of 16 ROOM HEATING PEAK LOADS Project Name Koep/ce Residence Date 7/3/2073 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Second Floor 1,179.0 ft^ 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT°F Btu/hr R-19 Floor No Crawispace 1,179.0 X 0.0480 X 34 = 1.924 R-30 Roof Attic 709.6 X 0.0310 X 34 748 Skylight 3.4 X 1.3000 X 34 150 R-30 Roof Cathedral 295.0 X 0.0350 X 34 351 R-13 Wall 922.0 X 0.1020 X 34 — 3,197 Wood Door 20.0 X 0.5000 X 34 340 Milgard Tuscany Low-E Vinyl 232.0 X 0.3500 X 34 — 2,761 R-19 Wall 128.0 X 0.0740 X 34 322 X X X X — X X - X X X X — X X X X X X X X X X X X = X X = X X - X X X X - X X — X X — X X X X - X X - X X X X X X — Items shown with an asterisl< (*) denote conduction through an interior surface to another room Page Total 9,794 Infiltration:[ 100 1078 1179 9.00 0.575 /so] X 34 = 3,727 Schedule Fraction Air Sensible Area Ceiiing Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 73,520 EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 13 of 16 ROOM HEATING PEAK LOADS Project Name Koep/ce Residence Date 7/3/2073 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Turret 171.0 ft' 68 °F Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM 34 °F Conduction Area U-Value AT°F Btu/hr R-30 Roof Cathedral 171.0 X 0.0350 X 34 — 203 R-13 Wall 395.0 X 0.1020 X 34 — 1370 Milgard Tuscany Low-E Vinyl 39.0 X 0.3500 X 34 464 Sierra Pacific Bi-Fold Low E 40.0 X 0.3300 X 34 = 449 R-19 Wall 94.0 X 0.0740 X 34 = 237 X X X X = X X - X X - X X X X X X — X X = X X — X X X X X X X X X X = X X — X X X X — X X = X X - X X = X X X X = X X — X X — X X = X X = Items shown with an asterisk (*) denote conduction through an interior surface to another room Page Total 2,723 lnfiltration:[ 100 Schedule Fraction 1078 171 9.00 0.575 /60] X 34 541 Air Sensible Area Ceiling Height ACH AT TOTAL HOURLY HEAT LOSS FOR ROOM 3,263 EnergyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Page 14 of 16 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Koep/ce Residence Date 1/3/2013 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Second Floor 1.179.0 ft' 75 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Area 1^79.0 X 709.6 X 295.0 X 880 X 20.0 X 339.0 X 243.0 X 252.0 X 128.0 X Opaque Surfaces Orientation U-Factor CLTD' Btu/hr R-19 Floor No Crawispace R-30 Roof Attic R-30 Roof Cathedral R-13 Wall Wood Door R-13 Wall R-13 Wall R-13 Wall R-19 Wall (N) (NW) (NW) (NW) (SW) (SE) (NE) (NE) items shown with an asterisk (*) denote conduction through 1. Cooling Load Temperature Difference (CLTD) an interior surface to another room. Shaded 0.0480 X 9.0 509 0.0310 X 42.0 924 0.0350 X 420 434 0.1020 X 15.2 137 0.5000 X 15.2 152 0.1020 X 16.0 = 553 0.1020 X 16.0 397 0.1020 X 14.0 360 0.0740 X 14.0 133 Page Total 3,598 Unshaded Fenestration Orientation Skylight Sidelite 8036 Window 8068 SGD 6068 SGD 5068 SGD 4040 Window 6030 Window Windows (N) (NW) (SW) (SW) (SE) (SE) (SE) (SE) (NE) Area GLF Area 0.0 X 25.9 3.4 0.0 X 11.0 + 5.0 0.0 X 11.0 + 28.0 0.0 X 11.0 + 53.0 0.0 X 11.0 + 40.0 0.0 X 11.0 + 33.0 0.0 X 11.0 + 16.0 0.0 X 11.0 + 18.0 0.0 X 11.0 + 39.0 GLF Btu/hr 110.2 20.0 18.5 18.5 18.5 18.5 18.5 18.5 20.0 Page Total 375 100 518 980 739 610 296 333 780 4,729 Internal Gain Btu/hr Occupants Equipment 3.0 10 Occupants Dwelling Unit 230 1600 Btuh/occ. Btu 690 1600 Infiltration: 1.078 X 0.85 X Air Sensible 73.00 X 532 CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 11,150 Latent Gain Btu/hr Occupants 3.0 Infiltration: 4,834 0.85 Occupants X 200 Btuh/occ. 600 73.00 0.00199 592 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7.792 EnerqyPro 5.1 by EnergySoft User Number: 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Paqe 15 of 16 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name Koep/ce Residence Date 7/3/2073 ROOM INFORMATION DESIGN CONDITIONS Room Name Floor Area Turret 171.0 ft' 75 °F Outdoor Dry Bulb Temperature Outdoor Wet Bulb Temperature 83 °F 68 °F 10 °F Opaque Surfaces Orientation Area U-Factor CLTD' Btu/hr R-30 Roof Cathedral (N) 171.0 X 0.0350 X 42.0 — 25? R-13 Wall (NW) 176.0 X 0.1020 X 15.2 — 273 R-13 Wall (SE) 151.0 X 0.1020 X 16.0 — 246 R-13 Wall (SW) 68.0 X 01020 X 16.0 111 R-19 Wall (NE) 94.0 X 0.0740 X 14.0 97 X X = X X = X X = X X Page Total 980 Items shown with an asterisk (*) denote conduction through 1. Cooling Load Temperature Difference (CLTD) an interior surface to another room. Shaded Unshaded Fenestration Orientation Window Folding Window Windows (SE) (SW) (NE) Area GLF 0.0 X 11.0 + 0.0 X 9.9 + 0.0 X 11.0 + X + X + X + X + X + X + Area GLF 25.0 X 18.5 40.0 X 16.6 14.0 X 20.0 X X X X X X Btu/hr Page Total 462 662 280 1404 Internal Gain Btu/hr Occupants Equipment 0.0 0.0 Occupants Dwelling Unit 230 1600 Btuh/occ. Btu Infiltration: 1.078 X 0.85 X rO.59 X 77 Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 2,461 Latent Gain Btu/hr Occupants 0.0 Infiltration: 4,834 0.85 Occupants X 200 Btuh/occ. to. 59 0.00199 86 Air Sensible CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 86 EnerqyPro 5.1 bv EnemvSoft User Number 5196 RunCode: 2013-01-03709:10:24 ID: K0EPKE1 Paqe 16 of 16 Cityof Carlsbad VALUATION WORKSHEET Building Division Permit No: ate: %4j£s:Multrpner^): SFD and Duplexes $110.17 $0.00 Residential Additions 170 $131.73 $22,394.10 Remodels / Lofts 661 $57.48 $37,994.28 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 241 $15.57 $3,752.37 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 $57.48 $0.00 $33.53 $0.00 $87.85 $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 $64,140.75 Valuation: $64,141 Comm/Res (C/R): C Building Fee $524.12 Plan Check Fee $366.88 Strong Motion Fee $13.00 Green Bldg. Stand. Fee $1.00 Green Bldg PC Fee $150.00 License Tax/PFF $2,244.93 License Tax/PFF (in CFD) $1,167.36 CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD CFD 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor; Explanation: CREDITS PFF and/orCFD PLUMBING, Development Services <^i^^> ELECTRICAL, Building Division CITY OF MECHANICAL 1635 Faraday Avenue CARLSBAD WORKSHEET B-18 760-602-2719 www.carlsbadca.gov Project Address: iSz /U PermitNo.: Information provided below refers to worb being done on the abov/e mentioned permit only. This form must be completed and returned to the Buildinq Division before fhe permit can be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or fioor drains T New building sewer line? Ves No X Number of new roof drains? Install/alter water line? A/Q Number of new water lieciters? -Q~ Number of new, relocated or replaced gas outlets? Number of new hose bibs? -O- Residentlal Permits: New/expanded service: Number of new amps: I^I Minor Remodel only: Ves X No Commercial/Industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps invoivedin this project: New Construction: Amps per Panel: Single Pliase Number of new amperes_ Tliree Pliase Number of new amperes _ Three Pliase 480 Number of new amperes. Number of new furnaces, A/C, or heat pumps? O- New or relocated duct worb? Ves X No Number of new fireplaces? Number of new exhaust fans? f Relocate/install vent? 7^0 Number of new exhaust hoods? I Number of new boilers or compressors? Number of HP B-18 Paget of 1 Rev.03/09 CB130074 182 CHINQUAPIN AV C KOEPKE RES- REMODEL 661 SF ADD 170 SF TURRET, ADD 61 SF TO 2ND FLOOR DECK |(a|l3 TD pC/VO fOfKb-J ^^>G-IL AriZJMlJ^TtUjLi>S^iB:r)&r^ • cv Final Insp. App t^^^f.y'^ . Date ^ By BUILDING .2./f<///3 PLANNING ' ENGINEERING FIRE Expedite? Y N AFS Checked by: HazMat APCD Health Forms/Fees sent Rec'd Due? By Encina Y N Fire Y N HazHealthAPCD Y N PE&M Y N J School Y N Sewer Y N Stormwater Y N Special Inspection Y N CFD: Y N 1 1 LandUse: Density: ImpArea: FY: Annex: Factor: PFF: Y N Comments Date Date Date Date Building '//7/»2> Planning /'<//L3 Engineering Fire / / • Done • Done ( • Done • Done S W a Issued 04-22-2014 City of Carlsbad 1635 Faraday Av Carisbad, CA 92008 Plan Check Revision Permit No:PCR14048 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC #: Project Title: 182 CHINQUAPIN AV CBAD PCR 2060131100 Lot#: 0 $0.00 Construction Type: 5B CBI30074 KOEPKE RES - REVISE EXT. STAIR AT ENTRY & INSTALL 2 SOLAR COLLECTORS ON ROOF Status: Applied: Entered By: Plan Approved- Issued: Inspect Area: ISSUED 03/18/2014 SKS 04/22/2014 04/22/2014 Applicant: KOEPKE ROSALIND Owner: KOEPKE SURVIVORS TRUST 01-10-89 P O BOX 27342 SAN DIEGO CA 92198 858-829-9566 P 0 BOX 27342 SAN DIEGO CA 92198 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $161.25 $0.00 $0.00 Total Fees: $161.25 Total Payments To Date: $161.25 Balance Due: $0.00 Inspector: FINALAPPROVAL Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively refered to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely foiiow that procedure wiii bar any subsequent iegai action to attacl<, 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 pianning, 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 previouslv otherwise expired. ^sj^ CITY OF CARLSBAD PLAN CHECK REVISION APPLICATION 6-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. P^i^^ W^M^" Original Plan Check No.^6)13 ' ^"7^ iProject Address PfI'M 6U^Pi/\l ^krS, (MS/)Pt^ Date__^J_/l_l/:^ Contact. Email Ph Contact Address City. 'General Scope of Work_fouM_^^^vCcG£_^^^^ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 • Elements revised: ^ Plans • Calculations • Soils • Energy • Other 2. Describe revisions In detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets S^T^tfiC lAl&i - ^i^Liiu? 6^f6e;o.^ Al 4^ (\l fl* ^PflLS A3 5. Does this revision, in any way, alter the exterior of the project? • Yes 6. Does this revision add ANY new floor area(s)? • Yes ^ No 7 • Does this revision affect any fire related issues? • Yes [X No 'es ^ No ^Signature- S No 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602- 2719 Fax; 760-602-8558 Email; building@carlsbadca.gov www.carlsbadca.gov EsGil Corporation In (PartnersHip witH government for (BuiCcCing Safety DATE: 04/14/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: PCR14-048(13-0074) SET: II PROJECT ADDRESS: 182 Chinquapin Ave. PROJECT NAME: Plan Changes (Stairs and Solar Collectors) for Koepke I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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 list is enclosed for the jurisdiction to forward to the applicant contact person. I I The applicant's copy of the check list has been sent to: Rosalind Koepke 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: Mail Telephone Fax In Person XI REMARKS: 1) Designer to sign architectural sheets and engineer-of-record to stamp and sign the S-1 sheet. 2) City to place soils stamp on the plans at issuance. cC 1 v By: Ray Fuller Enclosures: vy ilo'^l' ^ EsGil Corporation I \ ^ • GA • EJ • PC 04/09/14 I \ 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH Qovemment for (BuiCtCing Safety DATE: 03/26/14 • APPLICANT ^ar^uRis. JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: PCR14-048(13-0074) SET: I PROJECT ADDRESS: 182 Chinquapin Ave. PROJECT NAME: Plan Changes (Stairs and Solar Collectors) for Koepke I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I 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. X The applicant's copy of the check list has been sent to: Rosalind Koepke I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Rosalind Koepke Telephone #: (858) 829-9566 Date contacted: 3' 2^ ^'^^^^^^ Email: sharkshield@gmail.com ^IVIailX^ Telephone^ Fax in Person REMARKS: City to place soils stamp on the plans at issuance. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 03/18/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad PCR14-048(13-0074) 03/26/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: PCR14-048(13-0074) JURISDICTION: Carlsbad PROJECT ADDRESS: 182 Chinquapin Ave. FLOOR AREA: STORIES: 3 HEIGHT: 28 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 01/09/13 DATE PLANS RECEIVED BY ESGIL CORPORATION: 03/18/14 DATE INITIAL PLAN REVIEW COMPLETED: 03/26/14 PLANREVIEWER: Ray Fuller 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 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. Aii items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked UP list when vou submit the revised plans. Carlsbad PCR14-048( 13-0074) 03/26/14 1. Please make all corrections on the original tracings, as requested in the correction list. Submit 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 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Provide stairway and landing details . Section R311.7. a) No intermediate landing details provided. Specify beam sizes, floor joist size, spacing and connections. b) Assume spread footings required and no foundation plan provided. c) Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Any post located on concrete slabs shall be supported so as to project a minimum of 1" above and any isolated piers shall project at least 8 inches above ground level unless the posts are of approved wood of natural resistance to decay or treated wood is used. d) Please detail and reference ledger attachment to wall specifying size of ledger, adequate attachment to wall (i.e. lag screw size and spacing), fire blocking at ledger line etc. 3. It is unclear if existing stairs complied with handicap requirements or not. Assume the stairs are serving a triplex and not a duplex or single family dwelling. If this is the case then plans to reflect for example visual striping, handrails extending a minimum of 12" beyond the top riser and continue to slope for the depth of one tread beyond the bottom riser. Section 1012.6 Please clarify. 4. Show that stainA/ays occurring outside a building comply with Section 11 B-504.4.1 as follows: a) The upper approach and all treads shall be marked with a strip of contrasting color as follows: i) >2" in width. ii) Placed parallel to and 21" from the nose of the step or landing. iii) The strip is required to be as slip resistant as the treads of the stairs. iv) A painted stripe will be acceptable, but grooves shall not be used to satisfy this requirement. Carlsbad PCR14-048( 13-0074) 03/26/14 b) Treads shall be: i) Smooth, rounded or chamfered exposed edges. ii) Have no abrupt edges at the nosing projecting ^1 %" past the face of the riser above. iii) Open risers are not permitted. 5. Could not locate where type of deck material was noted. If spaced decking then note this and type i.e. redwood/trex etc and if solid material then note type of waterproofing and specify how obtaining the required minimum VA inch per foot deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. 6. The plans do not address the existing windows within 5 ft of nosing of treads and landing will need to be tempered as previous they were not placed adjacent to walls and assume they had a guardrail to protect them. 7. No details provided for anchoring proposed solar collectors to existing comp roof? • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad PCR14-048(13-0074) 03/26/14 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: PCR14-048(13-0074) PREPARED BY: Ray Fuller DATE: 03/26/14 BUILDING ADDRESS: 182 Chinquapin Ave. BUILDING OCCUPANCY: R TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: • Complete Review $161.25 • structural Only n Repetitive Fee :g Repeats Based on hourly rate • Other • Hourly EsGil Fee 1.5 $86.00 Hrs. @ $129.00 Comments: Sheet 1 of 1 macvalue.doc + ^ CITY OF CARLSBAD PLANNING DiVISION BUILDING PLAN CHECK RCVIEWXilTCilUST P-28 dfP^ Development Services Planning Division 1635 Faraday Avenue ^yn^O (760) 602-4610 ww/w.carlsbadca.eov 'ildifi'i DATE: ^^18/14 PROJECT NAIVIE: REVISIONS PROJECT ID: PLAN CHECK NO: PCR14048 SET#: ADDRESS: 182 CHINQUAPIN AV APN: ^ This plan check review is complete and has been APPROVED by the ' Division. By: (^A/^ ^01-^ A Final Inspection by the Division is required DYes You may a/so Have corrections from one or more ofthe 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 Comments have been sent to: sharkshield@gmail.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov 1 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Q Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.fiov X Gina Ruiz 760-602-4675 Glna.Rulz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.fiov Q Cindy Wong 760-602-4662 Cvnthia.Wonfi@carlsbadca.fiov • • I 1 Dominic Fieri 760-602-4664 Dominlc.Fieri@carlsbadca.fiov Remarks: REVIEW #: 1 2 3 Plan Check No. PCR 14048 Address 182 CHINQUAPIN AV Date 37Wt4 Review Planner GINA RUIZ Phone (760) 602- 4675 Type of Project & Use: REVISIONS Net Project Density: DU/AC Zoning: R;3 General Plan: RH 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 permit: ) Legend: |EI Item Complete (• )ltem Incomplete - Needs your action • • Environmental Review Required: YES • NO • TYPE (TBD BY COASTAL COMMISSION) DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: • • Discretionary Action Required: YES • NO |3 TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: n)KI • Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES NO Q CA Coastal Commission Authority? YES ^ NO • if California Coastal Commission Authority: Contact them at - 7575 IVIetropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): CALIFORNIA COASTAL CQMMISSIQN APPROVAL REQUIRED g^^ ^ 0,-1•Oll'l • • Habitat Management Plan LAXI^ Data Entry Completed? YES • NO IE! 0 If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) • • Inclusionary Housing Fee required: YES ^ 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 • N/A ^ P-28 Page 2 of 3 07/11 Site Plan: K • • City Council Policy 44 - Neighborhood Architectural Design Guidelines • • 1. Applicability: YES • NO K • • 2. Project complies: YES • NOO • • • • Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required Required. Required Required. Required 2. Accessory structure setbacks: Front: Required Interior Side: Required. Street S id e: Req u i red. Rear: Required Structure separation: Required Shown. Shown Shown. Shown Shown Shown Shown Shown Shown Shown • • 3. Lot Coverage: Required Shown • • 4. Height: Required. Shown • • 5. Parking: Spaces Required Shown (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments #1. THIS PROPERTY LIES WITHIN THE AREA OF DEFERRED CERTIFICATION WHICH MEANS A COASTAL l3EVEL(^jyigN OR EXEMPTION LETTER _jSL-JtBCMMEB"FROTr^ iAyyQRlTOl^ilAglAL COMMLSSIGN-FOirTHESE REVISIONS. THE CONTACT PHONE NUMBER AND ADDRESS IS ON THE PREVIOUS PAGE OF THIS PLANCHECK lORM. PLEASE SUBMIT THE APPROVAL/EXEMPTION LETTEFt ONCE IT IS ISSUED. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE p-28 Page 3 of 3 07/11 ATE OF CAUFORNIA-THE NATURAL RESOURCES AO&iCf iALIFORNIA COASTAL COMMISSION \N OIEOO AREA 75 METROPOLITAN DRIVE, SUITE 103 M OIEOO, CA 92108-4402 19) 767-2370 EDMUND O. BROWN, JR., Oovtmor 6-14-0167-X EXEMPTION LETTER DATE: NAME: April 18.2014 Stephanie Lupton P.O. Box 2216 I^ORD COPV San Marcos. CA 92079 LOCATION: 182 Chinquapin Avenue. UC. Carlsbad PROJECT: Reconstruction of an existing exterior entry stairway and instaUation of two solar collectors attached to the roof of an existing 3.226 sq.ft.. two- storv. triplex, located on a 4.500 sq.ft. lot. This is to certify that this location and/or proposed project has been reviewed by the staff ofthe Coastal Commission. A coastal development permit is not necessary for the reasons checked below. [~1 The site is not located within the coastal zone as established by the Califomia Cdastal Act of 1976, as amended. n The proposed development is included in Categorical Exclusion No. adopted by the Califomia Coastal Commission. r~| The proposed development is judged to be repair or maintenance activity not resulting in an addition to or enlargement or expansion of the object of such activities (Section 30610(d) ofthe Coastal Act). r~] The proposed development is an improvement to an existing single-family residence (Section 30610(a) of the Coastal Act) and not located in the area between the sea and fhe first public road or within 300 feet of the inland extent of any beach (whichever is greater) (Section 13250(b)(4) of the 14 Cal. Admin. Code. I I The proposed development is an improvement to an existing single-family residence and is located in the area between the sea and the first public road or within 300 feet of the inland extent of any beach (whichever is greater) but is not a) an increase of 10% or more of intemal floor area, b) an increase in height over 10%, or c) a significant non-attached stracture (Sections 30610(a) ofthe Coastal Act and Section 13250(b)(4) of Administrative Regulations). (over) Page 2 Q The proposed development is an interior modification to an existing use with no change in the density or intensity of use (Section 30106 of the Coastal Act). r~l The proposed development involves the installation, testing and placement in service of a necessary utility connection between an existing service facility and development approved in accordance with coastal development permit requirements, pursuant to Coastal Act Section 30610(f). ^ The proposed development is an improvement to a structure other than a single- family residence or public works facility and is not subject to a permit requirement (Section 13253 of Administrative Regulations). n The proposed development is the rebuilding of a stmcture, other than a public works facility, destroyed by natural disaster. The replacement conforms to all of the requirements of Coastai Act Section 30610(g). • Other: Please be advised that only the project described above is exempt from the permit requirements ofthe Coastal Act. Any change in the above project may cause it to lose its exempt status. This certification is based on infonnation provided by the recipient of this letter. If, at a later date, this information is found to be incorrect or incomplete, this letter will become invalid, and any development occurring at that time must cease until a coastal development permit is obtained. Sincerely, By: Rick Casswell Title: Coastal Planner PCR14048 182 CHINQUAPIN AV KOEPKE RES - REVISE EXT. STAIR j^i fi.0ra^ Je^k^.j^ rJi^MiJ Ay J^i4i4^ cu^ X/ rtw^ fc (cs IJ 7H) Final Inspection required by: • Plan a CM&I • Fire a SW •iSSUED •cv. Approved^. Date By BUIU3ING ti7ypW«^' i/ilHJiH PLANNING * 1^4 hiA. ENGINEERING FIRE Expedite? Y N DIGrTAL FILES Required? Y N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina Y N Fire Y N HazHealthAPCD Y N PE&M Y N School Y N Sewer Y N Stormwater V N Special Inspection Y N CFD: Y N LandUse: Density ImpArea: FY: Annex: Factor. PFF: Y N Comments Date Date Date Date Building Planning sh^/f Engineering Fire Ne^ r , 1 ;« C • Done • Done