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168 MAPLE AVE; ; PC130048; Permit
03-18-2015 City of Carlsbad 1635 Faraday Av Carlsbad.CA 92008 Plan Check Permit No: PC130048 Building Inspection Request Line (760) 602-2725 Job Address: 168 MAPLE AV CBAD Permit Type: PLANCK Parcel No: 2042340500 Lot *: 0 Valuation: $0,00 Construction Type: Reference*: CB132214 Project Title: LEWIS RES - DEMO 998 SF SFD/ 449 SF ACCESSORY BLDG / 244 SF GARAGE / BUILD NEW Status Applied Entered By Plan Approved Issued Inspect Area FINAL 09/13/2013 SKS 12/02/2013 12/02/2013 Applicant: SAMANTHA TOSTI STE 100 2333 STATE ST CARLSBADCA 92008-1691 760-729-3470 Owner: LEWIS BARBARA O TRUST 09-21-07 823 FURLONG DR LIBERTYVILLE IL 60048 Plan Check Fee $0,00 Additional Fees $0,00 Total Fees: $0,00 Total Payments To Date: $0,00 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 referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with 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 previouslv been oiven a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired. rOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE : "^^Lt^mG ^^^giGINEERING V^ZIfl^'LDING PPIRE nHEALTH • HAZMAT/APCD Building Permit Application 1635 Faraday Ave,, Carlsbad, CA 92008 Ph; 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca,gov www.carlsbadca.gov PlanCheckNo. ' /'2> ' Est. Value ^T^WT LJV^ \ "D ^-^—' ' email: bulldlng(gcarlsbadca,gov ^, i ^ ^'^'^ ^ www.carlsbadca.gov >^ Date y// 5// 5 SWPPP / 5 O JOu CVPROJECT # |LOT# 1 PHASE # |# OF UNITS j# BEDROOMS # BATHROOMS I TENANT BUSINESS NAIK 1 CONSTR. TVPE 1 OCC, I I \ % \ ^ \ 5 \ IvNI U DESCRIPTIONOFWORK:/nc/iiiteSqifareFeetofAfliectedylieafs) . Date CVPHOJECT # L0T# PHASE # # OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TVPE OCCGROUP lO i 5 VN EMSUNG USE . PROPOSB) USE ^ , GARAGE (SF) . PATIOS (SF) DECKS (SF) ,» RREPLACE | AIRCONDITIONING RRE SPRINKLERS J NOj 1 YEs[>i^NO| 1 YES^NOl | APPUCANTNAME (Pr/mary Contact; ^ ,. <r" ... L? >PeUCANTNAME ISejUHtdirv Contact) ADDRESS S^\c 6^. loO ADDRESS CITY STATE HIP PHONE FAX PHONE FAX EMAIL PBOPERTVOWNERNAMEg^^^^ 0' TTvlSi-CONTRACTOR BUS. NAME ADDRESS ADDRESS ' • CriY . J STATE ZIP CITY . ' J STATE ZIP-..* PHONE „ / IFAX PHONE FAX EMAIL ^ ARCH/DESIGNEfi NAMES ADDRESS ij STATE UC,# STATE LIC.# , 1 CLASS CITY BUS. UC,# (Sec. 7031.5 Business and Professions C:ode: ^jKStyVftpoilJWYhich requires a permit to construct, alter, improve, demorish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statemei^t ttiW n&laliwnsed pursuant to the provisions of the Contractor's Ucense Law {Chapter 9, commending witti Section 7000 of Division 3 of the Business and Professions Ckjde) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 liy any applicant for a permit subjects the applicant to a civil penal^ of not more than five hundred dollars ($500)). W O R R S • <• O M P E *l S A TION Wofkers' Compensation Osclanition; I hereby aflirm under penalty of perjury one ofthe follomng declarations: LJ Itim and wfll maintain a certificate of consent to self-insure for workers' compensation as provkled by Section 3700 of the Latxir Code, for the performance of the worit for whk^ this permit is issued, L-J I have and will maintain workers' compensation, as required by Sectton 3700 of the Labor Code, for the performance of the work for whkJi this permit is issued. My workers' compensation insurance carrier and polk^ number3re:lnsuranceCo.ftl\ ton/tVUZf^ltft \\/lS\A.rmCt .W^\(lS Policv No. <; f llT I ^ \l-2% j ExpiraBon Date g/2-3/|^ Bsection need nol be completed if the pemiit is for one hundred dollars ($100) or less. Certificate of Exemption: I certify that in the performance of the worit for wNch this pemilt is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensafon Laws of Califomia, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an empioyer to criminai penalties and civii fines up to one hundred thousand doflars (&1IKI,000), in addition to the cost of compensatton, dan^gs as provided for in Spctlon 3706 of the Labor code. Interest and attomey's fees. . ^ CONTRACTOR SIGNATURE •AGENT DATE '^/S/K / hereby affinn that I am exempt from Contractors Ucense Law for the fbtomng reason: I I I, as owner ofthe property or my employees with wages as their sole compensation, will do the work and the stmcture is not intended or offered Ibr sale (Sec, 7044, Business and Professions Code: The (Contractor's ijcense Law does not apply to an owner of property who buiids or irnproves thereon, and who does such worit htrn^ 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 dkl not build or improve for the purpose of sale). • • I, as owner of the property, am exclusively contracting with licensed contractors to construct the prefect (Sec, 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) lk«nsed pursuant to the Contractoi's License Law), I am exempt under Sedion _ eBusiness and Professions Code for this reason: 1,1 personally plan to provide the major labor and materials for construction of the proposed property improvement, I lYes I iNo 2.1 (have / have not) signed an application for a building pemiit for the proposed wodt, 3.1 have contracted vAth the foltowing person (firm) to provide the proposed construcfion (indude name address / phone / contractors' license number): 4,1 plan to provide portions of the worit, but I have hired the tollowing person to coordinate, supervise and provide the major work (include name / address / phone / contractors' license number): 5,1 will provide some of the wortt, but I have contracted (hired) the following persons to provide the worit indicated (include name / address / phone / type of wortt): PROPERTY OWNER SIGNATURE QAGENT DATE L O I N G FE i Mft^^ 01M t Y Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration forni or risk management and prevention program under Sections 25505,25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? O Yes • No Is the applicant or future building occupant required to obtain a pernilt from the air pollution control district or air quality management district? • Yes D No Is the fxility to be constmcted within 1,000 feet of the outer boundary of a school site? OYes DNo IF ANY OF THE ANSWERS ARE YES, A HNAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPUCANT HAS MET OR IS MEETING THE REGKIIREMEKTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POaUTION CONTROL DISTRICT E LCNDINa AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec, 3097 (i) Civil Code), Lender's Name Lender's Address I certify that I have read the applk^ation and state that the above inforniation Is correct and that the infbmiatk>n on the plans is accurate. I agree to comply with all Cily ordinances and State laws lelaling to tMiHding constnjctnn. I heieby authorize represenlative of the City of Cartsbad to enter upon tie above mentioned pnoperty fbr inspeclion puiposes, I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CfTY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAD CITY IN CONSEQUENCE OF THE GRANHNG OF THIS PERMfT, OSHA: An OSHA pentiH Is required fix wcavatkjns over S'O'deep and denxjiilxxi or con^^ EXPIf^TION: Every pemiit Issued by tie Bidding Oflicial under the pnovisions (tf Ite 180 days fiom the dale of such paTT^^«N(tie building IX vCfAPPUCANT'SSIGNATURE \^)(\J^K'^^QA\ DATE Balder Land Surveys, Inc. 4213 Sunnyhill Drive Carlsbad, CA. 92008 (760) 729-6676 bakerlandsurveys@gmail.com Building Lines Certification Letter Date: January 22,2014 From: John Douglas Baker To: City of Carlsbad Engineering and Building Department Subject: Building Lines Certification for the construction of the residence/detached garage with 2*^ dweUing unit located at 168 Maple Avenue, Carlsbad, CA. City of Carlsbad Building Permits # CB132214 & CB132216. This letter is to inform you that I, John Douglas Baker, Licensed Surveyor 6287, performed a field survey on 1/21/14 to provide McGuiness Construction Inc. with building line stakes per said approved plans. A boundary survey was performed to establish property lines and said construction staking was in relation to the boundary survey. Sincerely, LEWIS RESIDENCE PLAN REVISION 1/15/14 VB?IFr HEI(5KT W/ ARCHITECTTJRAL FINISHES <6 • 16" OC EA WAY 2* SLOPE OK TO RETROFIT DOrELS #4 X IS" - 5" HHBED W SIMPSON "SET B'O^Or ICG ESR-IT72 COPPER r FLASHINS W COPPBl SILL PAN 1/2" CUR. BTWN CONCRETE < UNTREATH? WOOD 24" #4 DOWaS O 24" OC f Vn = 1500 PSI f'c = 2500 PSI fy =6RADE60 rq = 2000 PSI ALL MASOM?r SOLID ©ROOT STEMWALL AT PATIO APPLIES TO SIMIL4R DETAILS &/S6,12/55,16/55 SPECIAL INSPECTION PB? CITY OF CARLSBAD POLICY FOUNDATION DOWELS EsGii Corporation In (PartnersHip witH government for (BuiCding Safety DATE: 10/23/2013 JURISDICTION: City of Carlsbad PLANCHECKNO.: pcl3-48 PROJECT ADDRESS: 168 Maple Avenue PROJECT NAME: Lewis Residence • APPLICANT ^ JURIS. • PLAN REVIEWER • FILE SET: II XI 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 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: 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: (bv: ) Email: Fax #: Mall Telephone • REMARKS: (by: ) Email: Fax In Person By: David Yao Enclosures: EsGil Corporation • GA • EJ • MB • PC 10/17 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip witH government for (BuiCtfing Safety • APPLICANT d JURIS. J • PL/fl^TREVIEVVER • FILE DATE: 9/24/2013 JURISDICTION: City of Carlsbad PLANCHECKNO.: pcl3-48 SET I PROJECT ADDRESS: 168 Maple Avenue PROJECT NAME: Lewis Residence I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant contact person. X The applicant's copy of the check list has been sent to: Samantha Tosti I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Samantha Tosti (TT'H) Telephone #: 760-729-3470 Date contacted: ^(T-S/I 3 (by: ) Email: sam@martinarchitecture.com Fax #: Mail ^ Telephone^ Fax In Person • REMARKS: By: David Yao EsGil Corporation • GA • EJ • PC Enclosures: 9/17 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad pcl3-48 9/24/2013 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: pcl3-48 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 168 Maple Avenue FLOOR AREA: STORIES: 2/2 Living 2488 sf, unit 400, garage 515 sf HEIGHT: lanai 300 porch 130 sf REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 9/17 DATE INITIAL PLAN REVIEW PLANREVIEWER: David Yao COMPLETED: 9/24/2013 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 of the 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. City of Carlsbad pel3-48 9/24/2013 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2010 California Residential Code, which adopts the 2009 IRC, 2009 UMC, 2009 UPC and the 2008 NEC. Section R106.2. 2. On the cover sheet of the plans, specify any items that will have a deferred submittal (trusses, fire sprinklers/alarms, etc.). Additionallv, provide the following note on the plans: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and fonward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." • FIRE PROTECTION 3. An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings (not required for additions if the existing dwelling doesn't already have a sprinkler system). Please clearly note this on the plans. Section R313.2. • GENERAL RESIDENTIAL REQUIREMENTS 4. Natural ventilation shall be provided for all habitable rooms, with the minimum openable area to the outdoors of 4% ofthe floor area being ventilated. Section R303.1. (Are all windows casement except widow JJ-fix? Please clarify) City of Carlsbad pcl3-48 9/24/2013 5. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4 (see exceptions): a) Glazing adjacent to stainways, landings and ramps within 36 inches horizontally of a walking surface when the exposed surface of the glass is less than 60 inches above the plane of the adjacent walking surface.(window JJ?) • EXITS, STAIRWAYS, AND RAILINGS 6. Guards (Section R312): a) Shall have a height of 42". b) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". c) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 7. Provide details of winding stairway complying with Section R311.7.4.2: a) Minimum tread is 6 inches at any point and minimum 10 inches at a point 12 inches from where the treads are narrowest.(The top of the stairway where the stairway turn shall be treated as winding stainway) 8. A nosing (between and 1-%") shall be provided on stairways with solid risers. Exception: No nosing is required ifthe tread depth is at least 11 inches. Section R311.7.4.3. 9. Handrails (Section R311.7.7): a) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. b) The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.7.3 for alternatives. c) Handrails projecting from walls shall have at least 1-1/2 inches between the wall and the handrail. d) Ends of handrails shall be returned or shall have rounded terminations or bends. 10. The walls and soffits of the enclosed usable space under stairs shall be protected on the enclosed side with V2-inch gypsum board. Section R302.7. • ROOFING 11. Specify roof material and application. (Class A min. citv policy) City of Carlsbad pcl3-48 9/24/2013 12. Specify on the plans the following information for the roof materials, per Section R106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 13. Specify minimum % inch per foot roof slope for drainage. Section R905.9.1. 14. Show the sizes/locations of roof drains and overflows. Section R903.4. 15. Specify on the plans the following information for the skylights, per Section R106.1.1: (SKI) a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 16. Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% (but not more than 80%) of the required vent is at least 3 feet above eave vents or cornice vents). Show on the plans the area required and area provided. Section R806.2. 17. Where eave vents are installed, insulation shall not block the free flow of air. A minimum of 1" of air space shall be provided between the insulation and the roof sheathing. To accommodate the thickness of insulation plus the required 1" clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. 18. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/8" minimum to VA" maximum openings. Section R806.1. 19. Show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807.1. • GARAGE AND CARPORTS 20. The garage shall be separated from the residence and its attic area by not less than Yi" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. 21. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. City of Carlsbad pel3-48 9/24/2013 • FOUNDATION REQUIREMENTS 22. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 23. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (see page 20 ofthe soil report). • FRAMING 24. The roof rater size and spacing for the main house shall be clearly identified on the framing plan, (include the den) 25. The lower floor joist size and spacing for the main house shall be identified on the foundation plan. 26. Page 6 of the calculation shows the lower level B hall requires type 11 shear wall. Sheet S2 shows type 10. Please check. 27. The roof framing plan for the accessory unit reference 18/S7 for the HSS 8x6- 3/8" bent. It appears to be wrong detail. Provide adequate detail to show how the HSS connects to hips? And reference from the roof framing plan. • MECHANICAL 28. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CMC Section 904.11. 29. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CMC Section 904.11.5. 30. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the City of Carlsbad pcl3-48 9/24/2013 dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type).. CMC Section 504.3. 31. Specify on the plans the following information for the fireplace(s): a) Manufacturer's name and model number, ICC approval number, or equal. b) Show the height of the factory-built chimney above the roof and the horizontal clearances per listing approval. Chimneys shall extend at least 3' above the highest point where it passes through a roof and at least 2' higher than any portion of a building within a horizontal distance of 10 feet. CMC Section 802.5.2.1 c) Note on the plans that approved spark arresters shall be installed on all chimneys. CBC Section 2802.1. d) Decorative shrouds shall not be installed at the termination of chimneys for factory-built fireplaces, except where such shrouds are listed and labeled for use with the specific system and installed in accordance with the manufacturer's installation instructions. Section Rl 004.3. • ELECTRICAL 32. Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. • PLUMBING 33. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. 34. Provide a note on the plans: The control valves in bathtubs, whirlpool bathtubs, showers and tub-shower combinations must be pressure balanced or thermostatic mixing valves. CPC Section 414.5 and 418.0. • ENERGY CONSERVATION 35. Show on the plans compliance with the residential energy lighting requirements (Mandatory requirement): a) In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately VA of the fixtures will be required to be of the high efficacy variety. b) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy style or be controlled by a vacancy sensor. City of Carlsbad pcl3-48 9/24/2013 c) All other rooms require any installed fixtures to be high efficacy or be controlled by a vacancy sensor or dimmer. (Closets under 70 square feet are exempt). d) Outdoor lighting fixtures that are attached to a building are required to be high efficacy or controlled by a combination photo-control/motion sensor. Note: GeneraUy a iiigti efficacy style of fixture is fluorescent, complete witti electronic ballasts. Regular incandescent, quartz tiaiogen and halogen MR lamps do not comply. 36. Residential ventilation requirements: • Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required ifthe bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm). "Sone" specification, and the duct sizinq and lenqth. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. All fans installed to meet the preceding requirements must be specified at a noise rating of a maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). • MISCELLANEOUS 37. New residential units must be pre-plumbed for future solar water heating. Note "two roof jacks must be installed" where the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). 38. Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof (City Ordinance No. 8093). City of Carlsbad pel3-48 9/24/2013 39. 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. 40. 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 • 41. 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 David Yao at EsGil Corporation. Thank you. City of Carlsbad pcl3-48 9/24/2013 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLANCHECKNO.: pcl3-48 PREPARED BY: David Yao DATE: 9/24/2013 BUILDING ADDRESS: 168 Maple Avenue BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) living 2488 living 400 garage 515 lanai 310 porch 130 per city 368,362 Air Conditioning Fire Sprinklers TOTAL VALUE 368,362 Jurisdiction Code cb By Ordinance Bldg, Permit Fee by Ordinance Plan Checl< Fee by Ordinance Type of Review: I I Repetitive Fee j Repeats 0 Compiete Review • Other j—j Hourly EsGil Fee • Structural Only Hr. @ * $1,750.10 $1,137.57 $980.06 Comments: Sheet 1 of 1 macvalue.doc + PLAN CHECK ^ CITY OF PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 www.carlsbadca.gov DATE: 10/31/2013 PROJECT NAME: Lewis residence PLAN CHECK NO: PC130048 SET#: III ADDRESS: 168 Maple Av VALUATION: $301,115 PROJECT ID:CDP 13 04 APN: 204-234-05 SCOPE OF WORK: Minor grading plan for demolition of an existing single family residence and build a 2,488 sf. single family home with two car garage and second dwelling above (CB132214/CB132216) X This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes To determine status by one or more of these divisions, please contact 760-602-2719. No This plan check review is NOT COIVIPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to:sam@martinarchitecture.com i PLANNING ; 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: Lewis residence PUN CHECK NO # PC130048 Please Read Instructions: Outstanding issues are marked with X . Items that conform to permit requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fuiiy dimensioned site pian drawn to scaie. Show: / ; North arrow ./ ' Existing & proposed structures / J Existing street Improvements y" Property lines (show all dimensions) / Easements Right-of-way width & adjacent streets / Driveway widths / : Existing or proposed sewer lateral / Existing or proposed water service Submit on signed approved plans: DWG No. X ************* Spot elevations show the drainage work; however, the root X drainage downspout from the yard needs to be disconnected and be closer to the street where it surface drainage. No direct connection of roof runoff to yard drains. ************* Show on site pian: Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE; "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment ofexisting or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. inciude on titie sheet: / / Site address Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, include: total building square footage with the square footage for each different use, existing sewer permits showing square footage of different uses (manufacturing, warehouse, office, etc.) previously approved. Show aii existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.; Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Lewis residence PLAN CHECK NO # PC130048 2. DISCRETIONARY APPROVAL COMPLIANCE ************ X In process ************ Project does not comply with the following engineering conditions of approval for project no. CDP 13-04: 15 I Drainage Hold Harmless Agreement - prepared and sent to applicant 16 I Petition for inclusion, street lighting - prepared and sent to applicant 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20,000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. / Dedication required as follows; n/a 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuantto Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows; n/a Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. Future public improvements required as follows; E-36 Page 3 of 6 Lewis residence PLAN CHECK NO # PC130048 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. 7 Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). Grading Permit required. NOTE; The qradinq permit must be issued and rough qradinq approval obtained prior to issuance of a buildinq permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release forthe building permit. / No grading permit required. Minor Grading Permit required. 6. MISCELLANEOUS PERMITS X RIGHT-OF-WAY PERIVliT Is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to; street improvements, tree trimming, driveway construction, tying into public sform drain, sewer and water utilities. Right-of-way permit required for; New water service, curb outlets, driveway ***Submit all documents per E-11 and at least two weeks prior to scheduled construction** E-36 Page 4 of 6 REV 6/01/12 Lewis residence PLAN CHECK NO # PC130048 7. STORM WATER Construction Compliance / : Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. This coincides with the comment about disconnecting the roof drain to be able to percolate prior to reaching the street. See attached brochure for more information X Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSIVIP) Compliance / Storm Water Standards Questionnaire complete. Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. / Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http://www.carlsbadca.qov/business/buildinq/Documents/EngStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways; Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other; E-36 Page 5 of 6 REV 6/01/12 Lewis residence PLAN CHECK NO # PC130048 8. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be VA. 9. FEES / Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious suri^ace > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. ADDITIONAL COMMENTS Attachments: Engineering Application / Storni Water Form E-36 Page 6 of 6 Right-of-Way Application/Info. Reference Documents REV 6/01/12 ^ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.sov /o//r/^3 DATE: 9/30/13 PROJECTNAME: Lewis Residence PROJECT ID: CDP 13-04 PLANCHECKNO: SET#: ADDRESS: APN: This plan check review is complete and has been APPROVED by the Planning Division. By: Greg Fisher A Final Inspection by the Planning Division is required • Yes ^ No Vou may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. ^ This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: For questions or clarifications on the attached checl<list please contact the following reviewer as marl<ed: PLANNING 760-602-4610 ENGINEERING 760-602-2750 Flit PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chrls.Sexton@carlsbadca.gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.^ov 1 1 Greg Ryan 760-602-4663 Gregorv.Rvan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov Linda Ontiveros 760-602-2773 Llnda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthla.Wong@carlsbadca.gov X Greg Fisher Greg.fisher@carlsbadca.gov • 1 Dominic Fieri 760-602-4664 Dominic.Fleri@carlsbadca.gov Remarks: CITY OF CARLSBAD STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-502-2750 www.carlsbadca.gov STORM WATHR COMPUANCE CERTIFICATE My project Is not In a category of permit types exempt from the Constmction SWPPP requirements ^ My project is not located Inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of stonn water mnoff or non-storm water discharge(s). «^ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Code) ^ My project will not result in 2,500 square feet or more of soils disturbance Including any associated constmction staging, stocl<pillng, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following aiteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturl)ed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • constmction will be initiated during the rainy season or will extend into the rainy se^on (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT^N^ME (PRINT) OWIlE^S)roWNER'S"^GENT NAME (SIGNATURE) DATE ' STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING FIAINFALL. 3. THE OWNER/CONTF?ACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATTON Site Addi^ss: \ ' (Y)ds.p\iL Assessor's Parcel Number f CJ^ "Z-^^-OS Proiect ID: SU3 l^.O^OO • iLy • Constmction Permit No.: Estimated Constmction Start Date V^PS/ ] Project Duration I'Z^ Months Emergency Contact: Name: 24 hour Phone: ^ 9^\Lo ^ 02 Perceived Threat to Storm Water Quality Mediuni^l-^ A^P^^ Low if medium box is ctiecked, must attach a site plan sheet showing proposed work area and k>catk>n of proposed stmctural BMPs For City Use Only CiprOF CARLSBAD STANDARD TIER 1 SWPPP Approved By: Date:^/^ E-29 Page 1 of 3 REV 4/30/10 E roslo B n Cor MPs trol Sedtr nent Control BMPs Tracking Control BMPs Non-Storm Water Management BMPs Waste Management and Materials Poiiiitlon Controi BMPs Best Management Practice (BMP) Description Geotextiles & Mats Wood Mulching Earth Dikes and Drainage Sviales Slope Drains Silt Fence Sediment Trap Check Dam Fiber Rolls Gravel Bag Benn Street Sweeping and Vacuuming Sandbag Bamer Storm Drain Inlet Protection Stabilized Constmction Ingress/Egress Stabilized Constmction Roadway Water Conservation Paving and Grinding Ooerations Potable Water/lmgation Vehicle and Equipment Cleanlna Material Delivery and Material Use Stockpile Management Spill Prevention and nontrni Solid Waste Manaaement Hazardous Waste Manaaement Concrete Waste Manaaement CASQA Designation Construction Activity Grading/Soil DisturbarKe EC-7 EC-8 EC-9 EC-11 SE-1 SE-3 SE-4 SE-5 <s SE-6 SE-7 SE-8 SE-10 TR-1 TR-2 NS-1 NS-3 NS-7 NS-8 WM-1 WM-2 WM-3 WM-4 WM-5 WM-6 00 Trenching/Excavation Stockpiling Drilling/Boring Concrete/AsphaK Saw cutting ^i^oncrete flatwork Paving Conduit/Pipe Installation Stucco/Mortar Worit ;^ Waste Disposal ^ Staging/Lay Down Area T~ Equipment Maintenance and Fueling •^^— Hazardous Substance Use/Storage [}ewatering Site Access Across Dirt Other (list): InsttucBOTs: Begin by re^newing the list of constmction activities and checking the box to the left of any activity that will occur during the proposed constmctton. Add any other acfivttv descriofions in the blank activity descriptton boxes provided fbr that purpose and place a check in the box immedialeiy to the left ofthe added activity description. For each activity descrribed pick one or more best from the Kst located along the top of the fbmi. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this fbr each actlvitv that was ^a^ff^ ^ selected BMPs selected from the list. For Example - If the pre)ject includes site access across dirt, then check the box to the left of "Site Access Across Dirt" Then review the list for something that applies such as "Stabilized Constmction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Corwlmctton Ingress/Egress column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs. then wnte in Cover with Plastic in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "StockpHing" row intersects the new "Cover with Plastic" column. To leam more about what each BMP descriptton meansryou may wish to review the BMP Reference Handout prepared to assist applkants in the selection of appropriate Best Management Pracfice measures. The reference also explains the Califomia Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/30/10 Avenue D Planner Greg fisher Phone (760) 602- 4629 Plan Check No. PC 13-48 Address 168 Maple Avenue Date^g/^Q^*' RevJ^jAHnT^ Type of Project & Use: SFR Net Project Densitv.7.14 DU/AC / Q j'i^O j\ J ^lf\^ Zoning: R;3 General Plan: RH Facilities Management Zone: ^ ' Ma 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: |EI Item Complete • Item Incomplete - Needs your action • • Environmental Review Required: YES • NO |EI TYPE Exempt DATE OF COMPLETION: April 2013 Compliance with conditions of approval? If not, state conditions which require action. \fes^,<t^ Conditions of Approval: Discretionary Action Required: YES ^ NO • TYPE Coastal Permit APPROVAL/RESO. NO. 6990 DATE 7/17/13 PROJECT NO. CDP 13-04 OTHER RELATED CASES: CDP 13-08 Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: #12 of resolution #6990 and #9 of Citv Planner approval letter dated 9/9/13 [J G Coastal Zone Assessment/Compliance Project Site located in Coastal Zone? YES El NO • CA Coastal Commission Authority? YES • NO El 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): Approved 7/2013 • • Habitat IVIanagement Plan Data Entry Completed? YES • NO ^ 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.) Not Required • • Housing Tracking Form (form P-20) completed: YES • NOQ N/Al^ Site Plan: P-28 Page 2 of 3 07/11 • • ^ • • • • • s • • • • • • • • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines 1. Applicability: YES • NO E 2. Project complies: YES • NOQ Zoning: 1. Setbacks: Front: Key Lot Interior Side: Rear: Required 15 Shown 20 Required 5 Shown 5 Required 10 Shown 10 Accessory structure setbacks: Front: Key Lot Required 15 Shown 20 Interior Side: Rear: Structure separation: 3. Lot Coverage: • • 4. Height: Required 5 Shown 6 Required 10 Shown >10 Required 10 Shown 33 Required >60% Shown <39% Required .30 feet or less Shown <30 feet 5. Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required 1 Shown 1 Additional Comments Please submit to the Citv the notice of restrictions. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTE DATE J0_ 'J^'/J Go\tQdTO/ws. ^ /o//s//^ P-28 Page 3 of 3 07/11 STRUCTURAL CALCULATIONS Page 1 of 49 Project: Lewis Residence City 168 IVIaple Street Carlsbad CA Date 8/9/13 Building Dept Plan Check: City of Carlsbad EsGII Phone (760)438-1161 Phone (858)560-1468 CRC Site seisnnic category Seismic factor Basic Wind Speed Surface category Exposure category LOADS ROOF Roof Covering Ply (1/2") Rafters Joists Insulation Ceiling Misc. Dead Load Snow Load Live Load TOTAL LOAD 2010 D .137 85 mph B B 5.0 psf 1.5 psf 1.2 psf 1.3 psf 0.5 psf 2.5 psf 2.0 psf 14.0 psf 0.0 psf 16.0 psf 30.0 psf Soil Report Soil Profile Allowable Bearing Active Pressure Passive Pressure Friction Coefficient FLOOR Flooring Underlayment Plywood Joists Insulation Drywall / T Bar Misc. Dead Load Live Load TOTAL LOAD Geotechnical Explorations, Inc Job No. 13-10248 SD 2500 psf 35 pcf plus 5H at rest 250 pcf .35 1.0 psf 0.0 psf 2.5 psf 2.4 psf 0.5 psf 2.5 psf 1.1 psf 10.0 psf 40.0 psf 50.0 psf WALLS Ext Stud Int Stud Veneer CMU 15 psf 8 psf 5 psf 135 pcf IVIATERIALS (UON) Concrete f'c Grout Reinforcing Steel Structural Steel Dimensional Lumber Engineered Lumber RECEIVED SEP 1 3 2013 CITY OF CARLSBAD BUILDING DIVISION 2500 psi Masonry fm 2000 psi Mortar A-615 Grade 60 all sizes A-992 (UON) W, C, MC, L, WT A-46 structural tubing A-501 orA-53 pipe columns 1500 psi Type M or S DF/L Grade : #2 - joist, rafter, header NDS 05 #1 - beams & stringers NDS 05 stud grade - studs NDS 05 Boise Cascade LVL Boise Cascade Versa-Lirm BCI Boise Cascade l-joist GLB Rosboro GluLam BGM Rosboro BigBeam ESR •ESR! d headersl ESR-19^ th ESR-1 STRUCTURAL CALCULATIONS Page 2 of 49 Project: Lewis Residence Date 8/9/13 Seismic Base Shear for the Equivalent Lateral Force Procedure Per CBC 2010 & ASCE 7-05 33.129876,-117.333259 Structure: Two story SFR Address: 168 Maple Street Latitude: 33.1526 Longitude:-117.3480 Structure Classification Occupancy Category (OC) 00 Description: Seismic Design Category (SDC) IE Seismic Force-Resisting System R: hn (ft) 11 per IBC Table 1604.5 Buildings and other structures except those listed in Categories I, III, and IV. D ASCE Section 11.6 1.00 ASCE Table 11.5-1 Light framed walls with structural plywood sheathing 6 1/2 ASCE? Table 12.2-1 23.00 tieigtit above the base to the highest level of the structure Site Ground Motion Ss(g-sec): 1.338 Site Class: D Site Class Description: Fa: 1.000 SMs(g-sec): 1.338 SDS (g-sec): 0.892 SDC: D Si (g-sec): 0.502 per geotechnical report or building official Stiff Soil Profile Fv: 1.500 SMI (g-sec): 0.75 = Fy Si Soi (g-sec): 0.50 = % S^i SDC: D Fa Ss S, MS Fundamental Period Period Method: Approximate Fundamental Period Approximate Fundamental Period Structure Type: All Other Structural Systems C,: 0.02 x: 0.75 Ta (sec): 0.21 = C, hp" Alternate Approximate Fundamental Period Ta (sec): 0.20 =0.1N (N = number of stories) Ta(sec): 0.10 = (0.0019 / Cwi/2) ii^ Cw= 0.21 TL (sec): 8.00 Long-period Transition Period T<= TL Equivalent Lateral Force Procedure Design Base Shear per ASCE 12.8 :SDS/(R/IE) ^SDi/(Ta*R/lE);forT<= TL ^SDi*TL/(Ta'*R/lE);forT>TL : 0.5Si / (R/IE) Cs 0.137 ^s-max 0.368 ^s-max 14.00 ^s-min 0.01 ^s-min 0.04 ^s-use 0.137 USGS 2003 NEHRP Seismic IBC Table 1613.5.2 IBC Section 1613.5.3 IBC Section 1613.5.3 IBC Section 1613.5.4 IBC Section 1613.5.6 ASCE 12.8.2 ASCE 12.8.2.1 ASCE Table 12.8-3 ASCE Eq. 12.8-7 ASCE 12.8.2.1 ASCE Eq. 12.8-8 ASCE Eq. 12.8-9 ASCE Eq. 12,8-10 ASCE Figure 22-15 V: 0.14 W 'S-use w ASCE 12.8 ASCE Eq. 12.8-2 ASCE Eq. 12.8-3 ASCE Eq. 12.8-4 ASCE Eq. 12.8-5 ASCE Eq. 12.8-6 ASCE Eq. 12.8-1 C2 Cl LOAP TO FOUNDATION TRANSVERSE WIND LOADS WIND ZOtCS: A = I3.<1 PSF 0= q3P5F L0N6|-rUDINAL A2 = 51 + 51 = 102 sf 62 = ni sf Al = 60 + 60 = 120 Sf Ci = 201 sf TRANSVERSE A2 = 36 + 3& = T6 sf 62 = 271 sf Al = 43 + 60 = 103 sf 61 = 456 sf LONDITUDINAL m U2 O m Z n OJ m 00 STRUCTURAL CALCULATIONS Page 4 of 49 Project: Lewis Residence WIND LOADING ANALYSIS - IVIWFRS and Components/Cladding Low-Rise, Enclosed Buildings with h <= 60' and Roof 6 <= 45° PerASCE 7-02 Method 1: Simplified Procedure (Section 6.4) Date 8/9/13 Input Data: Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width, W = Building Length, L = Roof Type = Wall C&C Name = Wall C&C Eff. Area = Roof C&C Name = Roof C&C Eff. Area = Overhang Eff. Area = mph (Wind Map, Figure 6-1) (Table 1-1) (Sect. 6.5.6) ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Girt, Siding, Wall, or Fastener) ft.'^2 (for Component/Cladding) (Purlin, Joist, Decking, or Fastener) ft.'^2 (for Component/Cladding) ft.''2 (for Component/Cladding) w Plan Resulting Parameters and Net Desiqn Pressures: For Transverse Direction: (wind perpendicular to ridge) Roof Angle, 6 = 13.13 deq. Elevation Mean Roof Ht., h = 23.75 ft, (h = hefore< 10 deg,) Adjustment Factor, A, = 1,000 (adjusts for height and exposure) Importance Factor, I = 1.00 (Table 6-1) Wall & Roof End Zone Width, a = 3,00 ft, (use: "2*a" for MWFRS, "a" for C&C) Transverse MWFRS Net Pressures (psf) Location Direction Zone Load Case 1 Load Case 2 A = end zone of wall Horizontal A 13.84 — B = end zone of roof Horizontal B 0,00 — C = interior zone of wall Horizontal c 9,23 — D = interior zone of roof Horizontal D 0,00 — E = end zone of windward roof Vertical E -13.80 — F = end zone of leeward roof Vertical F -8,78 — G = interior zone of windward roof Vertical G -9^60 — H = interior zone of leeward roof Vertical H -6,75 — For Longitudinal Direction Roof Angle, 0 Mean Roof Ht,, h Adjustment Factor, X 0,00 23,75 1,000 (wind parallel to ridge) deg, (assumed) ft, (h = (hr+he)/2) (adjusts for height and exposure) Longitudinal IVIWFRS Net Pressures (psf) Location Direction Zone Load Case 1 Load Case 2 A = end zone of wall Horizontal A 11,50 — B = end zone of roof Horizontal B 0,00 — C = interior zone of wail Horizontal C 7,60 — D = interior zone of roof Horizontal D 0,00 — E = end zone of windward roof Vertical E -13,80 — F = end zone of leeward roof Vertical F -7,80 — G = interior zone of windward roof Vertical G -9,60 — H = interior zone of leeward roof Vertical H -6,10 — Page 5 of 49 STRUCTURAL CALCULATIONS Project: Lewis Residence Date 8/9/13 Lateral Analysis - 2 story SFR Dimensions: 1st 2nd Longitudinal 64 46 ft Transverse 30 30 ft Wall Height 9 9 Wind loading Longitudinal Height of diaphragm hn = Exterior wall height (typ) Ridge height (avg) Transverse Net base wind load P = 6545 # net P = 9324 # net Net tributary area AT = 594 sf AT = 914 sf Equivalent pressure Peq ~ 11.0 psf Peq ~ 10.2 psf trib floor diaphragm A1F = 321 sf AlF = 559 sf trib roof diaphragm A2F = 273 sf A2F = 355 sf First level wind load Pi = 6545 # Pl = 9324 # Second level wind load P2 = 3008 # P2 = 3621 # Base shear V1 = 218 #/ft V1 = 146 #/ft Second level shear V2 = 100 #/ft V2 = 79 #/ft 10 ft 19 ft 25 ft Note: 1/2 first floor wind load resisted by foundation Seismic loading Weights Roof Floor DL Ext wall 2 Ext wall 1 Int wall 2 Int wall 1 #/sf 14 10 16 16 8 8 2nd level SF 1328 657 270 W2^ Cs= 0.137 V= 0.137 W Seismic loading 2nd level 6264 # 1st level 12264 # Ibs ht 18592 20 10512 16 2160 16 Mo 371840 168192 34560 1 st level SF 648 1085 657 1445 270 300 ht 12 Ibs 9072 10850 10 10512 12 23112 2160 2400 7 12 8 31264 # SMi 2M2 574592 550 ft-kips 575 ft-kips Seismic distribution V2 = CsWM2/SMl+2 Vi = Cs W Wi = 58106 # W= 89.37 kips Mo 108864 108500 126144 161784 25920 19200 550412 Compared Longitudinal 2nd level 1 st level Transverse 2nd level 1 st level Seismic Wind v= 209 #/ft> 100 v= 409#/ft> 218 F-R v= v= 136 #/ft> 192 #/ft> 79 146 S-S SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS Dead Load factor (Seismic/1.5wind) 1.39 Use 0.85 DL 1.25 Use 0.85 DL 1.15 0.88 Use 0.85 DL Use 0.85 DL STRUCTURAL CALCULATIONS Page 6 of 49 Project: Lewis Residence Date 8/9/13 Two story residence Longitudinal loading 2nd level 1st level Wall line Lateral Load trib Upper Level 1 Mbed 2 ft 7.0 v= v= Total V libs 209 #/ft 409 #/ft ft 30 30 Transverse loading ft 2nd level v= 136 #/ft 46 1st level v= 192#/ft 64 segment I v 953 10 Ibs/ft 95 shr # 10 wall h ft 8.5 Mo ft-lbf 8102 (%) HD Dl intersect MR HD Force Simpson plf P Dead Load factor = 200 400 ft-lbf 0.85 11900 Ibs -380 OTSF OK 2 Bed 2 13.0 1770 6 295 10 8.5 15047 277 277 5651 1566 HDU2 3 Bed 3 16.0 2179 5 145 10 9.5 6899 184 184 2737 832 HDU2 Stair 10 145 10 8.5 12346 80 320 6120 623 HDU2 4 Bed 3 10.0 1362 4.5 151 10 8.5 5787 200 400 3251 564 MSTC28 4.5 151 10 8.5 5787 200 400 3251 564 MSTC28 V2= 1362 # seismic Dead Load factor = 0.85 A Den 6.0 1253 8 157 10 9.5 11902 256 512 10445 182 OTSF OK B Bed 3 14.0 2923 7.6 212 10 8.5 13684 354 708 13264 55 MSTC28 Bed 3 2.7 212 ir* 8.5 4861 354 708 2722 792 MSTC28 Den 3.5 212 12** 9.5 7043 226 226 1849 1484 MSTC40 C Bed 3 10.0 2088 9.7 118 10 8.5 9726 298 298 14374 -479 OTSF OK Landing 8 118 10 8.5 8022 228 228 7752 34 OTSF OK V2= 6264 # seismic Lower Level Dead Load factor = 0.85 1 Mbed 7.0 1341 10 134 10 9.5 12743 144 288 8568 418 HDU2 2 Mbed 13.0 2491 10.3 242 10 9.5 23666 88 176 5509 1763 HDU2 3 Kitchen 16.0 3066 10 307 10 9.5 29066 80 160 4760 2431 HDU2 4.3 Great 16.0 3066 1 3066 10 9.5 Simpson strongwall SSW24X10 SSWAB 1X30 5 Living 12.0 2300 3.7 311 12** 9.5 10923 228 456 2761 2206 HDU2 Living 3.7 311 12** 9.5 10923 228 456 2761 2206 HDU2 Living Vi= 2300 # seismic Dead Load factor = 0.85 A Kitchen 10.0 4088 3.8 198 11** 9.5 7164 228 228 2136 1323 HDU2 Kitchen 11 198 10 9.5 20738 228 228 13857 626 HDU2 Mbath 5.8 198 10 9.5 10935 224 224 4307 1143 HDU2 B Living 10.0 4088 3.3 267 12** 9.5 4188 172 172 1279 882 HDU2 Living 3.3 267 12** 9.5 4188 172 172 1279 882 HDU2 Hall 8.7 267 11 9.5 11042 172 172 6805 487 HDU2 C Living 10.0 4088 8 204 10 9.5 31070 224 224 7616 2932 HDU4 Dining 5 204 10 9.5 19418 224 224 3332 3217 HDU4 Mbed 7 204 10 9.5 27186 224 224 5998 3027 HDU4 30.0 Vi= 12264 # seismic STRUCTURAL CALCULATIONS Page 7 of 49 Project: Lewis Residence Date 8/9/13 Two story residence Longitudinal loading 2nd level v= 209 #/ft 1st level v= 409 #/ft Wall line Lateral Load Total segment trib V I V ft libs ft Ibs/ft ft 30 30 shr # Transverse loading 2nd level v= 1 st level v= wall h ft Mo ft-lbf Dl plf intersect p 136 #/ft 192 #/ft (%) ft-lbf ft 46 64 HD Force lbs HD Simpson * Strap detail required at opening for h/w ratio ** Reduced shear capacity for h/w ratio <2:1 per NDS SDPWS 2005 4.3.4.1. See below HDU2, HUD4 may be used on dbl studs Adjusted shear value for shearwall ratio less than 2:1 Per NDS SDPWS-2005 4.3.4.1 R = 2bs Ih reduction factor allowable shear = Note: Wall piers meet 2:1 ratio req's with strapped opening <|,Vs 0.80 Wall Line unit shear segment spec (},Vs v bs h <i> R shr allow plf ft in % # Ibf plf B Bed 3 212 2.7 8.5 0.8 64% 11** 430 219 OK B Den 212 3.5 9.5 0.8 74% 12** 550 324 OK 5 Living 311 3.7 9.5 0.8 78% 12** 550 343 OK 5 Living 311 3.7 9.5 0.8 78% 12** 550 343 OK A Kitchen 198 3.8 9.5 0.8 80% 11** 430 275 OK B Living 267 3.3 9.5 0.8 69% 12** 550 306 OK B Living 267 3.3 9.5 0.8 69% 12** 550 306 OK Page 8 of 49 LEWIS RESIDENCE 8/9/13 <3> <1> <I> LAP EA RAFTER/J5I5T NAiL (4) t6d ALL EXTERIOR MALLS 2X6 STUDS iO'-O' <2> <1> Am2[ \ / iHPak Page 9 of 49 LEWIS RESIDENCE 8/9/13 ALL EXTERIOR WALLS 2X6 STILTS Page 10 of 49 STRUCTURAL CALCULATIONS Project: Lewis Residence Date 8/9/2013 SYM SHEAR WALL SHEAR TRANSFER #/FT MATERIAL NAILING (1,2) BLK (3) BOLT TO CONCRETE (4) NAIL/BOLT TO WOOD JOISTING (5) SPLICE (6) (9) 4 1/2" DRYWALL 5/8" DRYWALL 5d WB @ 7" 6d WB @ 7" NO 5/8" @ 72" 16d@24" 16d@24" 16d@ 16" 50 5 1/2" DRYWALL 5/8" DRYWALL 5d V\/B @ 4" 6d WB @ 4" NO 5/8" @ 72" 16d @ 16" 16d @ 16" 16d@ 16" 62 6 1/2" DRYWALL 5/8" DRYWALL 5d we @ 7" 6d we @ 7" YES 5/8" @ 72" 16d@ 16" 16d@ 16" 16d @ 16" 62 7 1/2" DRYWALL 5/8" DRYWALL 5d WB @ 4" 6d WB @ 4" YES 5/8" @ 72" 16d @ 16" 16d@ 16" 16d @ 16" 75 8 7/8" STUCCO #16STW/ 7/16" LEG NO 5/8" @ 72" 16d@6" A35 @ 32" 16d @ 8" 180 9 3/8" PLYWOOD 8d BX @ 6" YES 5/8" @ 48" 16d @ 5" A35 @ 20" 16d @ 8" CDX = 260 STR 1 = 280 10 3/8" PLYWOOD 8d BX @ 4" YES 5/8" @ 36" SDS1/4X 4-1/2" @ 12" OC A35@ 16" 16d@8" CDX = 350 STR 1 = 350 11 3/8" PLYWOOD 8d BX @ 4" (7) YES 5/8" @ 30" SDS1/4X6 @ 10" OC A35@ 12" 16d@8" CDX = 380 STR 1 = 430 12 3/8" PLYWOOD 8d BX @ 3" (7) YES 5/8" @ 24" or 3/4" @ 32" SDS1/4X6 @ 8" OC A35@ 10" 16d@8" cox = 490 STR 1 = 550 13 3/8" PLYWOOD 8d BX @ 2" (7) YES 5/8" @ 18" or 3/4" @ 24" SDS1/4X6 @ 6" OC A35 @ 8" 16d @ 8" CDX = 640 STR 1 = 730 14 15/32" PLYWOOD lOd BX@2" (7) YES 5/8" @ 15" or 3/4" @ 20" SDS1/4X6 @ 5" 00 A35 @ 6" 16d @ 8" CDX = 770 STR 1 = 870 NOTES: 1, For plaster and gypsum products, nail spacing applies at all studs, blocks, top & bottom plates. 2, For plywood walls, nail spacing applies at all panel edges with field nailing at 12"0C (UON), 3, Where blocking is required, all panel edges shall be blocked with 2" nominal blocking, 4, Sill bolts are 5/8" x 10" anchor bolts with 7" min embedment, with 3" x 3" x ,229" plate washers, 5, Applies to joist/blocking and roof diaphragm to shear wall connections, 6, Minimum lap splice to be 4ft with 12-16d nails @ each end and 1-16d nail every 8" OC 7, Sill & framing at adjoining panels shall be 3" nominal min where shear exceeds 350 #/ft, 8, Sill nailing to be through floor diaphragm into joist/blocking. Nails to be staggered, 9, Studs to be at 16" OC max 10, Pilot holes required for lag bolt installation, SDS screws are self drilling. ABBREVIATIONS: BL - Blue nails ST-Staples WB - Wallboard nails BX-Box nails Lag - A307 Standard Lag screw w/washer Page 11 of 49 LEWIS RESIDENCE 8/9/13 WIND L0AD5 TRANSVERSE WIND LOADS mo ZONES: A = 15,27 P5F 6 = lO.ie PSF TRANSVERSE A2 = 35 + 35 = 10 sf C2 = qi sf Al = 57 + 51 = 114 sf Cl = 133 sf L0N6ITUDINAL A2 = 35 + 35 = 70 sf 62 = 72 sf Al = 57 + 57 = 114 sf Gl = q6 sf LONDITUDINAL STRUCTURAL CALCULATIONS Page 12 of 49 Project: Lewis Residence WIND LOADING ANALYSIS - MWFRS and Components/Cladding Low-Rise, Enclosed Buildings with h <= 60' and Roof 9 <= 45° PerASCE 7-02 Method 1: Simplified Procedure (Section 6.4) Date 8/9/13 Input Data: Wind Speed, V = Bldg. Classification = Exposure Category = Ridge Height, hr = Eave Height, he = Building Width, W = Building Length, L = Roof Type = Wall C&C Name = Wall C&C Eff. Area = Roof C&C Name = Roof C&C Eff. Area = Overhang Eff. Area = mph (Wind Map, Figure 6-1) (Table 1-1) (Sect 6.5.6) ft. (hr >= he) ft. (he <= hr) ft. (Normal to Building Ridge) ft. (Parallel to Building Ridge) (Gable or Monoslope) (Girt, Siding, Wall, or Fastener) ft.''2 (for Component/Cladding) (Purlin, Joist, Decking, or Fastener) ft.'^2 (for Component/Cladding) ft.'^2 (for Component/Cladding) w Plan Resulting Parameters and Net Desiqn Pressures: For Transverse Direction: (wind perpendicular to ridge) Roof Angle, 9 = 17.90 deq. Elevation Mean Roof Ht., h = 20.10 ft, (h = hefor9< 10 deg,) Adjustment Factor, k = 1.000 (adjusts for height and exposure) Importance Factor, I = 1,00 (Table 6-1) Wall & Roof End Zone Width, a = 3,00 ft, (use: "2*a" for MWFRS, "a" for C&C) Transverse MWFRS Net Pressures (psf) Location Direction Zone Load Case 1 Load Case 2 A = end zone of wall Horizontal A 15,27 — B = end zone of roof Horizontal B 0 00 — C = interior zone of wall Horizontal C 10,18 — D = interior zone of roof Horizontal D 0,00 — E = end zone of windward roof Vertical E -13,80 — F = end zone of leeward roof Vertical F -9,35 — G = interior zone of windward roof Vertical G -9,60 — H = interior zone of leeward roof Vertical H -7,13 — For Longitudinal Direction Roof Angle, 9 = Mean Roof HL, h = Adjustment Factor, X = 0,00 20,10 1,000 (wind parallel to ridge) deg, (assumed) ft, (h = (hr-i-he)/2) (adjusts for height and exposure) Longitudinal MWFRS Net Pressures (psf) Location Direction Zone Load Case 1 Load Case 2 A = end zone of wall Horizontal A 11,50 — B = end zone of roof Horizontal B 0,00 — C = interior zone of wall Horizontal C 7,60 — D = interior zone of roof Horizontal D 0,00 — E = end zone of windward roof Vertical E -13,80 — F = end zone of leeward roof Vertical F -7.80 — G = interior zone of windward roof Vertical G -9,60 — H = interior zone of leeward roof Vertical H -6,10 — STRUCTURAL CALCULATIONS Page 13 of 49 Project: Lewis Residence Date 8/9/13 Lateral Analysis - 2 story Accessory Unit Dimensions: 1st 2nd Longitudinal 26 26 ft Transverse 22 22 ft Wall Height 8 9 Height of diaphragm hn = 9,5ft Exterior wall height (typ) 19 ft Ridge height (avg) 23 ft Wind loading Longitudinal Note: 1/2 first floor wind load resisted by foundation Transverse Net base wind load P = 5151 #net P = 4520 # net Net tributary area AT = 352 sf AT = 414 sf Equivalent pressure Peq -14,6 psf Peq ~ 10,9 psf trib floor diaphragm AIF = 210 sf AIF = 247 sf trib roof diaphragm A2F-142 sf A2F = 167 sf First level wind load Pl = 5151 # Pl = 4520 # Second level wind load P2 = 2078 # P2 = 1823 # Base shear Vl = 234 #/ft V1 = 174 #/ft Second level shear V2 = 94 #/ft V2 = 70 #/ft Seismic loading Weights 2nd level 1st level #/sf SF lbs ht Mo SF lbs ht Mo Roof 14 687 = 9618 20 192360 0 0 12 0 Floor DL 10 532 5320 10 53200 Ext wall 2 16 432 = 6912 16 110592 432 6912 12 82944 Ext wall 1 16 768 12288 7 86016 Int wall 2 8 180 = 1440 16 23040 180 1440 12 17280 Int wall 1 8 240 1920 8 15360 W2 = 17970 # 325992 Wi = 27880 # 254800 Cs = 0,137 XMi = 255 ft-kips W = 45,85 kips V = 0,137 W 2M2 = 326 ft-kips Seismic loading 2nd level 1st level Seismic distribution 3532 # ; V2 = CsWM2/2Mi+2 6292 # ; Vi = Cs W Compared Longitudinal 2nd level 1st level Transverse 2nd level 1 st level Seismic Wind v= 161#/ft> 94 v= 286 #/ft> 234 F-R v= v= 136 #/ft> 242 #/ft > 70 174 S-S SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS SEISMIC GOVERNS Dead Load factor (Selsmic/1,5wind) 1,13 Use 0,85 DL 0,81 Use 0,67 DL 1,29 0,93 Use 0,85 DL Use 0,85 DL STRUCTURAL CALCULATIONS Page 14 of 49 Project: Lewis Residence Date 8/9/13 Two story Accessory Unit Longitudinal loading Transverse loading 2nd level v= 161 #/ft 22 2nd level v= 136 #/ft 26 1 st level v= 286 #/ft 22 1 st level v= 242 #/ft 26 Wall line Lateral Load Total segment wall (%) HD trib V 1 V shr h Mo Dl intersect MR HD Force Simpson ft libs ft lbs/ft # ft ft-lbf plf p ft-lbf lbs Upper Level Dead Load factor = 0.85 6 Rear 13,0 1766 2,5 11* wall pier 2,5 11* wall pier overall 10,5 158 11 9 14899 200 400 12941 186 MSTC28 3,7 11* wall pier 2.5 11* wall pier overall 8,5 158 11 9 12061 200 400 9031 356 MSTC28 7 Front 13,0 1766 3 11* wall pier 3 11* wall pier overall 10,5 294 11* 9 27812 200 400 12941 1416 MSTC28 V2= 3532 # seismic Dead Load factor = 0.85 E Left 11,0 1766 9.5 186 10 9,5 16775 200 400 10901 618 MSTC28 F Right 11,0 1766 11 161 10 8,5 15009 200 400 14025 89 MSTC28 V2= 3532 # seismic Lower Level Dead Load factor = 0.67 6 Rear 13,0 3146 8 233 10 8,5 15847 159 318 6487 1170 HDU2 5,5 233 10 8,5 10895 159 318 3531 1339 HDU2 7 Front 13,0 3146 1,75 1798 7,5 23595 159 318 680 13094 SSWAB 1X24 3146 SSW Simpson SSW21x8 Strongwall Vi = 6292 # seismic Dead Load factor = 0,67 E Left 11,0 3146 9,5 331 10 8,5 26741 194 194 9008 1867 HDU2 F Right 11,0 3146 11 286 10 8,5 13371 194 194 11790 144 HDU2 Vi= 6292 # seismic * Strap detail required at opening for h/w ratio STRUCTURAL CALCULATIONS Page 15 of 49 Project: Lewis Residence Date 8/9/13 Perforated shear wall strapping forces La is always the smaller wall pier 8d nail = 125 lbs/nail Wall segment CSI 6 coil strap Nail spacing = 2.063 "/nail Maximum load = 1650 Ibs V L h v^ La Lb ha hb V2 Vha Vhb Ta Tb nails Strap flr, wall Ibs ft ft plf ft ft ft ft plf plf plf lbs lbs qty LffEO <La 2,6 Acc 883 10,5 9 84 2,50 2,50 2 4 177 147 116 405 318 4 CS20 ok 2,6 Acc 883 8,5 9 104 3,70 2,50 2 4 142 182 143 209 164 3 CS20 ok 2,7 Stair 1766 10,5 9 168 3,00 3,00 2 4 294 294 231 662 520 6 CS20 ok Allowable Nail shear Strap length required (Ibs per nail) CD (inches each side CL) ga 8d 10d 16cl MaxT 8d 10d 16d 22 90 108 1,33 0822 = 845 Ibs 25,8 21,5 20 92 112 1,33 CS20 = 1030 Ibs 30,7 25,2 18 93 112 134 1,33 CS18 = 1370 Ibs 40,4 33,6 28,0 16 94 113 135 1,33 CS16 = 1705 Ibs 49,8 41,4 34,6 Page 16 of 49 LEWIS RESIDENCE 8/9/13 Page 17 of 49 LEWIS RESIDENCE 8/9/13 STRUCTURAL CALCULATIONS Page 18 of 49 Project: Lewis Residence Date 8/9/13 FOOTINGS Embedment inches 12 Bearing 2500 psf 2,500 No increases for depth or width 18 24 30 36 2,500 2,500 2,500 2,500 Type continuous stemwall stemwall isolated pad isolated pad floor slab Spec 12" wide by 24" deep net (18" embed) w/ 2- #5 T&B 15" wide by 18" deep, 8"x 24" stemwall w/ w/ 2- #5 T&B 24" wide by 18" deep, 8"x 18" stemwall w/ 2- #5 T&B 18" X 18" X 18" deep w/ 2-#4 each way & 8" x8" pier 24" X 24" X 18" deep w/ 3-#4 each way & 8" x8" pier 5" nom w/ #3 @ 18" OC each way @ mid ht m T = /'c = 2500 Fs = 24000 L(max) = MAX ([2M/wjVii, 2d) j= 0,9 P(max) = [Soil Bearing - (depth/12 x wt)] x Area wt = 150 new new new monolithic monolithic monolithic Mf (max) = As Fs j d M = WL2/2 psi psi (assumed) pcf 5Fw Allowable depth As d w b IVI (max) L(max) Area #/lf P(max) 133% Cont in sl in lbs/ft in ft-lbs ft sf Ibs lbs Ibs A 24 0,62 21 300 12 23436 12,5 12,5 2500 27499 36574 B 18 0,62 15 481 15 20925 9,3 11,7 3125 25863 34398 C 18 0,62 15 650 24 33480 10,1 20,3 5000 41614 55346 Pads Ibs S fc /s D 15 0,40 12 647 18 1276 432 2,3 35 3545 4978 E 15 0,60 12 975 24 3472 576 4,0 72 6430 9025 Punching shear P(max) 3x4 4x4 4x6 6x6 8x8 Vc = 2x(f'e) 1/2 depth Ibs V (psi) V (psi) V (psi) V (psi) V (psi) Vc= 100,0 D 15 4978 27,66 23,71 18,96 15,09 11,44 E 15 9025 50,14 42.98 34,38 27,35 20,75 Shear Wall a P w (footing) L L(req) M a = wall segment length ft lbs spec ftg -I-6T ft ft ft-lbs b = footing extension 3 Kitchen 10,0 2206 B 481 4,6 ~ 2528 ok L = P / w (if b < 0) 5 Living 3,7 1829 B 481 ~ 5,3 2046 ok L(req) = (2 Pa/w)1/2 A Kitchen 3,8 1323 B 481 2,7 -909 ok Mi = (Pab) / L(req) C Dining 5,0 3217 B 481 -8,2 6248 ok M2 = PL/4 (ifb<0) 6 Garage 11,0 1614 A 675 2,4 ~ 965 ok 6T = 6 X slab thickness Perimeter loads CASE 1 CASE 2 CASES CASE 4 CASE 5 plf of footing Wall line A Wall line C Wall line E Post line A Post line F Trib load Trib load Trib load Trib load Trib load Item psf ft lbs/ft ft lbs/ft ft lbs/ft sqft Ibs sqft Ibs roof 35 12 420 14 490 11 385 120 4200 160 5600 walls 16 21 336 20 320 22 352 5 80 40 320 floor 50 17 850 15 750 10 500 10 500 20 800 footing 481 481 481 647 647 Total load per foot 2087 2041 1718 1 5427 7367 P load @ header, trib ft 3 6261 3 6123 4 6872 Footing spec —> Ftg B FtgB Ftg A Ftg A Ftg A Page 19 of 49 LEWIS RESIDENCE 8/9/13 <1> <I> <1> Page 20 of 49 LEWIS RESIDENCE 8/9/13 STRUCTURAL CALCULATIONS Page 21 of 49 Project: Lewis Residence Date 8/9/13 Connection from Diaphragm, Ledger to CMU Wall (NDS 2005) Floor ledger, perpendicular to framing Design summary 3/4 " Ledger bolts @ 24 in OC 1340 Ib rated anchors 48 in OC input data Dead Load 5x10psf DL = Live Load 5 x 40psf LL = Combined (1 .2DL+1 ,6LL)/1 ,4 L = Service anchorage force .7ww bg = Service diaphragm shear force v = Ledger species G = Ledger grade Ledger size 4x10 ledger LTT19 Anchor bolt diameter Purlin anchors spacing Analysis Check ledger capacity net width • net depth • S 50 200 271 0 140 0.5 No.l 3.5 9.3 3/4 48 plf plf plf ASD plf ASD plf ASD DF/L in in in in DESIGN IS ADEQUATE Lumber value factors (NDS Table 10.3.3,10.3.6) CM • (^0)13! • (CD)D+L • 0.9 wet use factor 1.0 temperature factor 1.6 lateral load duration factor 1.0 gravity load duration factor 1.0 group action factor 1.0 geometry factor NDIS table value bolt perpendicular to grain Zi = 900 Ibf (Table 11E) NDIS table value bolt parallel to grain 2ll = 1720 Ibf (Table 11E) Adjusted bolt bearing value perpendicular to grain Zi' = 765 Ibf Zi(CD)D+LCMCtCgCD Adjusted bolt bearing value parallel to grain Z||' = 2339 Ibf Z||(CD)LATCMCtCgCo Combined load resultant angle 8 = 62.72 0 Allowable bolt load @ resultant angle Ze' = 891 Ibf F||'Fi7 (Fx'cos''e-l-F||'sin^e) Bolt spacing: Si = Z||' /(Zi'cos^e-t-Z| I'sin^e) Si = 33.8 in Max bolt spacing Lesser of: Si = Zg' / [(D+L)2 + \fi 0.5 Edge distance (unloaded edge to bolt center) de = 4.65 in NDS table value bolt in shear Fv = 180 psi (Table 4a) Adjusted bolt shear value F; = 153 psi Fv(CD)D+LCMCt Allowable shear value [O.K.] v' = 830 Ibf 2/3 F'v bd (de/d)2 830 > 746 ibf Si L Purlin anchor design Diaphragm ties at top plate Design load for steel anchor FanchS = 0 < 425 Ibf, allowable Design load to wood member [O.K.] 0.85FanchS = 0 < 425 Ibf, allowable Masonry check @ anchor span Nominal wall thickness t = 7.625 in No 0.5 special Inspection ? Masonry strength fn/i' = 1.5 ksi Yes 1.33 load duration Reinforcing yield stress fy = 40 ksi Em = 1350 ksi Masonry elasticity modulus Effective wall band width b„ = 48 in Es = 29000 ksi Steel elasticity Eg/ Em Wall horiz. reinf #4 (g 24 Ash = 0.40 in'^ d = 3.81 in Chord steel (2) #5 Asc = 0.62 in-^ n = 21.48 modular ratio Net wall reinforcing in band As = 1.02 in2 P = 0.006 tension reinf ratio Allowable masonry stress (SF 1/3fm') Ft = 333 psi k = 0.38 neutral axis depth factor Allowable reinf stress (SF 1/2fy) Fs = 26600 psi j = 0.87 lever-arm factor Masonry compressive stress [O.K.] /b = 0 psi < Ft Reinforcement tensil stress [O.K.] /s= 0 psi < Fg baS2/8Asjd baS2/4bwjkd2 Page 22 of 49 Lewis Residence Bent-1 BeamChek v2010 licensed to: Charles Jackson Hip support bent (j Reg #4151-64856 g Accessory Date: 8/8/13 Selection T Sx 6x 3/8 50 ksi Steel Tube Lateral Support: ^ g Bearing Points Conditions Actual Size is 6 x 8 in. Mm Bearing Length R1=0,8in, R2=0,8in, (1,0)DLDefl= 0,39 in Data Beam Span 21,0 ft Reaction 1 LL 1470 # Reaction 2 LL 1470 # Beam Wt per ft 32,58 # Reaction 1 TL 3032 # Reaction 2 TL 3032 # Bm Wt included 684 # Maximum V 3032 # Max Moment 30041 '# Max V (Reduced) N/A TL Max Defl L/240 TL Actuai Defl L/319 LL Max Defl L/360 LL Actual Defl L/630 Attributes Section (in^) Shear (in^) TL Defl (in) LL Defl Actual 20,90 6,00 0,79 0,40 Critical 12,02 0,15 1,05 0,70 Status OK OK OK OK Ratio 57% 3% 75% 57% Fb (psi) Fv (psi) E (psi X mil) Values Ref Value Fy 50000 50000 29,0 Adjusted Values 30000 20000 29,0 Adiustments YP Factor 0,60 0,40 Loads 1 Point LL Point TL Distance I 2940 B = 5380 10,5 Pt loads: B Rl = 3032 R2 = 3032 SPAN = 21 FT Uniform and partial unifonn loads are Ibs per lineal ft. Notes B - (4) X R2 @ Hip-1 Page 23 of 49 Lewis Residence CJ-1a Selection Conditions BeamChek v2010 licensed to: Charles Jackson Reg #4151-64856 Ceiling joists @ BR-2 Date: 8/8/13 2x8 DF-L #2 @ 16 in oc Lu = 0,0 Ft Lu @0H = 0,0 Ft NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0,2in^ R2= 0,6 in^ (1,5)DLDefi= 0,15 in. Data Beam Span 18,0 ft Reaction 1 LL 106 # Reaction 2 LL 225 # Beam Wt per ft 0# Reaction 1 TL 153 # Reaction 2 TL 373 # Bm Wt Included 0# Maximum V 207 # Overhang Length 3,67 ft Max Moment 589 '# Max V (Reduced) 194# Total Beam Length 21,67 ft TL Max Defl L/240 TL Actual Defl L/489 OH TL Actual Defl L/495 LL Max Defl L/360 LL Actual Defl L/730 OH LL Actual Defl L / 560 Attributes Section (in^) Shear (in^) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actuai 13,14 10,88 0,44 0,30 -0,18 -0,16 Critical 4,55 1,30 0,90 0,60 0,37 0,24 Status OK OK OK OK OK OK Ratio 35% 12% 49% 49% 49% 64% Fb (psi) Fv (psi) E (psi X mil) Fc± (psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1553 225 1,6 625 Adiustments CF Size Factor 1,200 Cd Duration 1,25 1,25 Cr Repetitive 1,15 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Cl Stability @ OH 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Unifomi LL: 13 Unifomi TL: 20 = A (Uniform Ld on Backspan) Point LL Point TL Distance Par Unif LL Par Unif TL Start End 43 F = 93 (OH) 3,67 13 K = 20 (OH) 0 3,67 Pt loads: Uniform Load A \E R1 = 153 R2 = 373 BACKSPAN = 18 FT OH = 3,67 FT Unifonn and partial uniform loads are ibs per lineal ft. Overhanging load distances are from R2, Notes A - ceiiing load F - structural facia K - ext soffit Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1040 Single 5-1/4" x 14" VERSA-LAM(B) 2.0 3100 DF Dry I 2 spans | No cantilevers | 0/12 slope Page 24 of 49 Floor Beam\FB-1 Tuesday, August 27, 2013 File Name: Lewis,bcc Description: Designs\FB-1 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: 4" •^f I -y ^jy . ...-^ . I '^ _Y 13-00-00 Rl R2 05-06-00 R3 Total Horizontal Product Length = 18-06-00 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 5-1/2" R2, 5-1/2" R3 2,393 / 33 6,460 / 0 1,427/1,362 2,922 / 0 6,966 / 0 0/572 1,900/0 3,414/0 0/894 Load Summary Tag Description Load Type Ref. start End Live 100% Dead 90% Snow Wind Roof Live 115% 160% 125% Trib. 1 FloorLoad Unf Area (lb/ft'^2) L 00-00-00 18-06-00 40 10 2 2nd roof hip Cone, Pt, (lbs) L 18-06-00 18-06-00 368 334 3 Exterior wall Unf Lin, (lb/ft) L 00-00-00 18-06-00 144 4 R2@RB2,1 Cone, Pt, (Ibs) L 09-09-00 09-09-00 1,116 1,024 5 1st & 2nd roof Unf Lin, (lb/ft) L 00-00-00 13-00-00 238 340 10-00-00 n/a n/a n/a n/a Controls Summary Value % Allowable Duration Case Location Pos, Moment 13,643 ft-lbs 31,3% 100% 2 05-10-11 Neg, Moment -16,442 ft-lbs 37,8% 100% 1 13-00-00 End Shear 3,851 Ibs 27,6% 100% 2 01-07-08 Cont, Shear 7,313 Ibs 52,4% 100% 1 11-07-04 Uplift -2,265 lbs n/a 0% 6 18-06-00 Totai Load Defl, L/926 (0,163") 38,9% n/a 6 06-02-15 Live Load Defl, L/999 (0,085") n/a n/a 13 06-02-15 Total Neg, Defl, L/999 (-0,021") n/a n/a 6 15-02-08 Max Defl, 0,163" 43,5% n/a 6 06-02-15 Span / Depth 10,8 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Disclosure Completeness and accuracy of input must be verified by anyone wtio would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordancie with cuaent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. Rl R2 R3 R3 Wall/Plate Wall/Plate Hanger Hanger Uplift BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BG RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM Cautions 5-1/2" x 5-1/4" 6,142 Ibs 34,0% 28,4% Douglas Fir 5-1/2" x 5-1/4" 14,372 ibs 79,6% 66,4% Douglas Fir 3" x 5-1/4" 855 ibs 18,3% 19,2% HUCQ610-SDS fL^f® •Jt^'^SA-?''y'5' . 3" X 5-1/4' 2,265 Ibs 96,8% 7,2% HUCQ610-SDS Y^H^^^'f X^'^S'^-^TUD® lui, .j^.vjiu i ,<^/u ' "-"^^^trademarlcs of Boise Cascade Wood Products L,L,C, Uplift of -2,265 lbs found at span 2 - Right, Header for the hanger HUCQ610-SDS at R3 is a Single 3-1/2" x 14' VERSA-LAM® 1,7 2650 DF, Hanger HUCQ610-SDS requires (12) SDS 1/4x2-1/2 face nails, (6) SDS 1/4x2-1/2 joist nails. Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1040 Single 3-1/2" x 14" VERSA-LAM® 2.0 3100 DF Dry I 3 spans | Right cantilever | 0/12 slope Page 25 of 49 Floor Beam\FB-2 Tuesday, August 27, 2013 File Name: Lewis,bcc Description: Designs\FB-2 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: lj- -III- ^ ' ^ If -I" '4" 'i' W '-^ ]f If •\' \- •jf X '^i' •j' ^ Y I , , , . , I? -ji -ijy X 13-00-00 17-00-00 OT-04-00 Rl R2 R3 Total Horizontal Product Length = 31-04-00 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 5-1/8" R2, 5-1/2" R3, 5-1/2" 657/147 2,420 / 0 1,260/108 0/75 4,585 / 0 1,151/0 62/161 1,797/0 306 / 20 Load Summary Tag Description Load Type Ref. Start End Live 100% Dead 90% Snow Wind Roof Live 115% 160% 125% Trib. 1 Standard Load Unf Area (lb/ft'^2) L 00-00-00 30-00-00 40 10 2 2nd ext wall Unf Lin, (lb/ft) L 09-00-00 23-02-00 200 3 R3@FB-1 Cone, Pt, (Ibs) L 09-00-00 09-00-00 1,408 200 4 2nd roof Unf Lin, (lb/ft) L 09-00-00 23-02-00 98 5 Headout@FP Cone, Pt, (Ibs) L 27-06-00 27-06-00 1,074 444 Controls Summary Value % Allowable Duration Case Location Pos, Moment 8,065 ft-lbs 27.8% 100% 3 22-03-08 Neg, Moment -10017 ft-lbs 34.5% 100% 1 13-00-00 End Shear 548 Ibs 11% 100% 2 00-05-02 Cont, Shear 3,084 Ibs 33.1% 100% 1 14-04-12 Uplift -307 lbs n/a 0% 9 00-00-00 Total Load Defl, L/766 (0,266") 47% n/a 9 21-11-07 Live Load Defl, L/999 (0,109") n/a n/a 18 22-01-08 Total Neg, Defl, 2xL/1,998 (-0,071") n/a n/a 9 31-04-00 Max Defl, 0,266" 71% n/a 9 21-11-07 Span / Depth 14.6 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Beam 5-1/8" X 3-1/2" 582 Ibs 5.0% 4.3% Glulam 24F-V' R2 Wall/Plate 5-1/2" X 3-1/2" 7,748 lbs 64.4% 53.7% Douglas Fir R3 Wall/Plate 5-1/2" X 3-1/2" 2,411 lbs 20.0% 16.7% Douglas Fir Cautions Uplift of-307 Ibs found at span 1 - Left, Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (0,375") Maximum total load deflection criteria. Calculations assume Member is Fully Braced, Design based on Dry Service Condition, Deflections less than 1/8" were ignored in the results. 140 01-04-00 n/a n/a n/a n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS® , VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Page 1 of 2 Boise Cascade Single 3-1/2" x 14" VERSA-LAM(H) 2.0 3100 DF BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1040 Dry I 3 spans | Right cantilever | 0/12 slope Page 26 of 49 Floor Beam\FB-2 Tuesday, August 27, 2013 Fiie Name: Lewis,bee Description: Designs\FB-2 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: Notch/Bevel Cut Details Location Type Dimensions Design Depth Bevel - Top Heel Depth: 6", Bevel Slope: 3,5/12 7-1/2" BS 12 HD HD = Heel Depth BS = Bevel Slope Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with cun'ent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Page 2 of 2 Boise Cascade BC CALC® Design Report - US Buiid 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1040 Single 3-1/2" x 11-7/8" VERSA-LAM® 1.7 2650 DF Dry I 2 spans | Left cantilever | 0/12 slope Page 27 of 49 Floor Beam\FB-3 Tuesday, August 27, 2013 File Name: Lewis,bcc Description: Designs\FB-3 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: 01-00-00 ^ ^ R1 15-00-00 Total Horizontal Product Length = 16-00-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 5-1/2" R2 365/0 324/16 1,189/0 769/0 802/0 419/3 Load Summary Tag Description Load Type Ref. Start Live End 100% Dead 90% Snow Wind Roof Live 115% 160% 125% Trib. 2 Low roof parapet, 3 low roof valley 4 Low hip Unf Lin, (lb/ft) Cone, Pt, (Ibs) Cone, Pt, (lbs) L 00-00-00 L 00-00-00 L 12-02-00 12-02-00 00-00-00 241 12-02-00 432 100 189 381 100 n/a n/a n/a Controls Summary Value % Allowable Duration Case Location Pos, Moment 5,767 ft-lbs 25,4% 125% 9 09-00-08 Neg, Moment -485 ft-lbs 2,7% 100% 1 01-00-00 End Shear 1,080 Ibs 13,7% 100% 3 02-02-10 Cont Shear 1,334 Ibs 13,5% 125% 4 02-02-10 Total Load Defl, L/646 (0,277") 74,3% n/a 9 08-06-13 Live Load Defl, L/999 (0118") n/a n/a 18 08-06-13 Total Neg, Defl, 2xL/1,998 (-0,058") n/a n/a 6 00-00-00 Span / Depth 15,1 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wall/Plate 5-1/2" X 3-1/2" 2,064 Ibs 17,2% 14,3% Douglas Fir R2 Hanger 2" X 3-1/2" 1,326 Ibs 90,2% 25,2% LUS410 Cautions Header for the hanger LUS410 at R2 is a Single 3-1/2" x 11-7/8" VERSA-LAM® 2,0 3100 DF, Hanger LUS410 requires (8) lOd face nails, (6) lOd joist nails. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with cun-ent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS'^", ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Notes Design meets User specified (L/480) Total load deflecfion criteria. Design meets User specified (L/600) Live load deflection criteria. Calculations assume Member is Fully Braced, Hanger Manufacturer: Simpson Strong-Tie, Inc, Design based on Dry Service Condition, Deflections less than 1/8" were ignored in the results. Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1040 Single 1-3/4" x 14" VERSA-LAM® 2.0 2800 DF Dry I 1 span | No cantilevers 1 0/12 slope Page 28 of 49 Floor Beam\FB-4 Tuesday, August 27, 2013 Fiie Name: Description: Specifier: Designer: Company: Misc: Lewis, bcc Designs\FB-4 CE Jackson Jackson Cole Assoc, ! 1 : 1 i : ' i , 1 ' 1 j ^t^ # 'i''^-®'^'#'^'4^4^ 4" w -if J?- 1 r - ^"^siiE.--:. — * Rl 19-06-00 Total Horizontal Product Length = 19-06-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live R1 684/0 232/0 R2, 3-3/4" 383/0 158/0 Live Dead Load Summary Tag Description Load Type Ref. Start End 100% 90% 1 Floor Unf Area (lb/ft'^2) L 00-00-00 09-06-00 40 10 2 stair headout Cone, Pt, (Ibs) L 09-00-00 09-00-00 560 140 Controls Summary Value % Allowable Duration Case Location Pos, Moment 5,185 ft-lbs 39,5% 100% 1 08-11-14 End Shear 818 lbs 17,6% 100% 1 01-04-00 Total Load Defl, L/628 (0,366") 76,5% n/a 1 09-03-08 Live Load Defl, L/839 (0,274') 71,5% n/a 2 09-03-05 Max Defl, 0,366" 97,6% n/a 1 09-03-08 Span / Depth 16,4 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material R1 Hanger 2" x 1-3/4" 915 lbs 59,1% 34,9% ITS1,81/14 R2 Wall/Plate 3-3/4" X 1-3/4' 541 lbs 13,2% 11% Douglas Fir Cautions Snow Wind Roof Live 115% 160% 125% Trib. Header for the hanger ITS1,81/14 at R1 is a Single 5-1/4' x 14" VERSA-LAM® 2,0 3100 DF, Hanger ITS1,81/14 requires (2) lOd face nails, (4) lOd TF nails, (2) 10dx1,5joist nails. Notes Design meets User specified (L/480) Total load deflection criteria. Design meets User specified (L/600) Live load deflection criteria. Design meets arbitrary (0,375") Maximum total load deflection criteria. Calculations assume Member is Fully Braced, Hanger Manufacturer: Simpson Strong-Tie, Inc, Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. 01-04-00 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade BC CALC® Design Report - US Buiid 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1040 Single 1-3/4" x 14" VERSA-LAM® 1.7 2400 DF Dry I 1 span | No canfilevers | 0/12 slope Page 29 of 49 Floor Beam\FB-5 Tuesday, August 27, 2013 File Name: Description: Specifier: Designer: Company: Misc: Lewis, bcc Designs\FB-5 CE Jackson Jackson Cole Assoc, r f 4 w 4' ^ w R1 07-09-00 Total Horizontal Product Length = 07-09-00 ,7 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 3-3/4' R2 1,719/0 1,691/0 1,017/0 1,001/0 Load Summary Tag Description Load Type Ref. Start End Live 100% Dead 90% Snow Wind Roof Live 115% 160% 125% Trib. 1 floor 2 ext wall Unf Area (lb/ft'^2) Unf Lin. (lb/ft) L 00-00-00 L 00-00-00 07-09-00 07-09-00 40 10 144 Controls Summary Value % Allowable Duration Case Location Pos. Moment 4,681 ft-lbs 41.6% 100% 1 03-10-14 End Shear 1,700 Ibs 36.5% 100% 1 01-05-12 Total Load Defl. L/999 (0.066") n/a n/a 1 03-10-14 Live Load Defl. U999 (0.042") n/a n/a 2 03-10-14 Max Defl. 0.066" n/a n/a 1 03-10-14 Span / Depth 6.3 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wail/Plate R2 Hanger 3-3/4" X 1-3/4' 3" X 1-3/4' 2,736 Ibs 2,692 Ibs 66.7% 75.3% 55.6% 68.4% Douglas Fir B1.81/14 Cautions Header for the hanger Bl.81/14 at R2 is a Single 3-1/2" x 14" VERSA-LAM® 2.0 3100 DF. Hanger Bl.81/14 requires (8) lOd face nails, (6) lOd TF nails, (6) 10dx1.5joist nails. Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (0.375") Maximum total ioad deflection criteria. Calculations assume Member is Fully Braced. Hanger Manufacturer: Simpson Strong-Tie, Inc. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. 11-00-00 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with cun'ent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L.L.C. Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1040 Single 5-1/4" x 14" VERSA-LAM® 2.0 3100 DF Dry I 1 span | No cantilevers | 0/12 slope File Name: Lewis, bcc Description: Designs\FB-6 Specifler: CE Jackson Designer: Company: Jackson Cole Assoc. Misc: Page 30 of 49 Floor Beam\FB-6 Tuesday, August 27, 2013 ^ ^ ^ j# ^ 1:^: 22-00-00 1 • i R1 R2 Total Horizontal Product Length = 22-00-00 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 3-3/4" R2, 3-3/4" Load Summary Tag Description 1,432/0 1,432/0 Load Type 855/0 855/0 Ref. Start End Live 100% Dead 90% Snow Wind Roof Live 115% 160% 125% Trib. 1 trib floor 2 R2 @ FB-5 Unf Area (lb/ft'^2) Cone, Pt, (Ibs) L 00-00-00 L 11-00-00 22-00-00 11-00-00 40 1,691 10 1,001 Controls Summary Value % Allowable Duration Case Location Pos, Moment 19,411 ft-lbs 44,6% 100% 1 11-00-00 End Shear 2,160 lbs 15,5% 100% 1 01-05-12 Total Load Defl, L/451 (0,572") 79,9% n/a 1 11-00-00 Live Load Defl, L/719 (0,359") 66,7% n/a 2 11-00-00 Span / Depth 18,4 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wall/Plate 3-3/4" X 5-1/4' 2,287 Ibs 18,6% 15,5% Douglas Fir R2 Wall/Plate 3-3/4" X 5-1/4" 2,287 lbs 18,6% 15,5% Douglas Fir Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Calculations assume Member is Fully Braced, Design based on Dry Service Condition, Deflections less than 1/8" were ignored in the results. 01-04-00 n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please c:all (800)232-0788 before installation, BC CALC®, BC FRAMER®, AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Page 31 of 49 BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Lewis Residence FJ-1 Selection Conditions ftoor joists Date: 8/8/13 2x8 DF-L #2 @ 16 in oc Lu = 0,0 Ft NDS 2005, Repetitive Use Min Bearing Area R1=0,6in= R2=0,6in' (1,5)DLDefl= 0,13 in Dafa Beam Span 10,0 ft Reacfion 1 LL 267 # Reaction 2 LL 267 # Beam Wt per ft 0# Reacfion 1 TL 381 # Reacfion 2 TL 381 # Bm Wt Included 0# Maximum V 381 # Max Moment 1073'# Max V (Reduced) 341 # TL Max Defl L/240 TL Actual Defl L/423 LL Max Defl L/360 LL Actual Defl L/763 Attributes Secfion (in^) Shear (in=) TL Defl (in) LL Defl Actual 13,14 10,88 0,28 0,16 Critical 10,37 2,84 0,50 0,33 Status OK OK OK OK Ratio 79% 26% 57% 47% Fb (psi) Fv (psi) E (psi x mil) FcJ. (psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1242 180 1,6 625 Adiustments CF Size Factor 1,200 Cd Durafion 1,00 1,00 Cr Repetitive 1,15 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Uniform LL: 53 Unifonn TL: 67 = A Point TL Distance B = 96 5,0 Pt loads: Uniform Load A B Rl = 381 R2 = 381 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A - unifomi load B - int partifion Page 32 of 49 Lewis Residence FJ-lb Selection Conditions BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 floor joists Date: 8/8/13 2x6 DF-L #2 @ 16 in oc Lu = 0,0 Ft NDS 2005, Repetifive Use Min Bearing Area R1= 0,5 in^ R2=0,5in^ (1,5)DLDefl= 0,16 in Data Beam Span 8,5 ft Reacfion 1 LL 227 # Reacfion 2 LL 227 # Beam Wt per ft 0# Reacfion 1 TL 323 # Reacfion 2 TL 340 # Bm Wt Included 0# Maximum V 340 # Max Moment 782 '# Max V (Reduced) 309 # TL Max Defl L/240 TL Actual Defl L/291 LL Max Defl L/360 LL Actual Defl L/543 Attributes Secfion (in^) Shear (in^) TL Defl (in) LL Defl Actual 7,56 8,25 0,35 0,19 Critical 6,97 2,58 0,43 0,28 Status OK OK OK OK Rafio 92% 31% 82% 66% Fb (psi) Fv (psi) E (psi X mil) FcX(psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1346 180 1,6 625 Adiustments CF Size Factor 1,300 Cd Duration 1,00 1,00 Cr Repefitive 1,15 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Uniform LL: 53 Unifomi TL: 67 Point TL Distance B = 96 5,0 Pt loads: Uniform Load A B Rl = 323 R2 = 340 SPAN = 8,5 FT Uniform and partial uniform loads are Ibs per lineai ft. Notes A - uniform load B - int partition 2x8 floor joists with top notch for file float Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1336 Single 11-7/8" BCI® 60-2.0 DF Dry I 2 spans | Left cantilever | 0/12 slope 16 OCS I Repetitive | Glued & nailed construcfion File Name: Lewis,bcc Descripfion: Designs\FJ-2 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: Page 33 of 49 Joist\FJ-2 Tuesday, August 27, 2013 'if -jf _ I I i -| - j— -----1 - 1 1- ,1. (31 01-00-00 i B1 15-06-00 B2 Total Horizontal Product Length = 16-06-00 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Bl, 3-1/2" B2 418/0 179/2 243/0 74/0 198/0 53/10 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load 2 Low roof 3 Low roof Unf Area (lb/ft'^2) Cone, Lin, (lb/ft) Cone, Lin, (lb/ft) L 00-00-00 L 00-00-00 L 11-02-00 11-02-00 00-00-00 11-02-00 40 10 84 42 Controls Summary Value % Allowable Duration Case Location Pos, Moment 1,614 ft-lbs 25,9% 100% 3 08-02-10 Neg, Moment -279 ft-lbs 3,6% 125% 8 01-00-00 End Reaction 253 lbs 20,4% 100% 3 16-06-00 Int, Reacfion 661 lbs 23,2% 100% 1 01-00-00 End Shear 253 lbs 15,1% 100% 3 16-04-00 Conl Shear 473 Ibs 28,2% 100% 1 01-01-12 Hole Shear 296 Ibs 68,6% 100% 5 04-00-00 Hole Shear 99 Ibs 22,9% 100% 7 08-00-00 Hole Shear 253 lbs 58,5% 100% 3 13-00-00 Total Load Defl, L/1,232 (0,15") 29,2% n/a 3 08-05-10 Live Load Defl, L/999 (0,113") n/a n/a 20 08-03-13 Total Neg, Defl, 2xL/1,998 (-0,025") n/a n/a 3 00-00-00 Max Defl, 0,15" 60% n/a 3 08-05-10 Span / Depth 15,6 n/a n/a 0 00-00-00 Hole Location Valid Hole Summary Center Ref. Width Height Shape 1 04-00-00 L 8" Circular 2 08-00-00 L 8" Circular 3 13-00-00 L 8" Circular % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Bl Beam 3-1/2" X 2-5/16" 705 Ibs 11,6% 23,2% Versa-Lam 1,7 B2 Hanger 2" X 2-5/16" 253 Ibs 16,3% 20,4% ITS2,37/11,88 Cautions Header forthe hanger ITS2,37/11,88 at B2 is a Single 5-1/4' x 11-7/8' VERSA-LAM® 2,0 3100 DF, Hanger ITS2,37/11,88 requires (2) lOd face nails, (4) lOd TF nails, (2) Strong-Grip joist nails. Design assumes Top and Bottom flanges to be restrained. 120 60 16 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with cunent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STFIAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1336 Single 14" BCI® 60-2.0 DF Dry I 1 span | No canfilevers | 0/12 slope 16 OCS I Repetifive | Glued & nailed construcfion File Name: Lewis,bcc Description: Designs\FJ-3 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: Page 34 of 49 Joist\FJ-3 Tuesday, August 27, 2013 —ir i. (l!<: Rl 19-08-00 Total Horizontal Product Length = 19-08-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 4-1/4" R2 397/0 390/0 164/0 194/0 Load Summary Tag Description Load Type Ref. Start End Live 100% Dead 90% Snow Wind Roof Live 115% 160% 125% OCS 1 Sleeping Area Unf Area (lb/ft'^2) L 00-00-00 19-08-00 2 Int partifion Cone, Lin, (lb/ft) L 13-02-00 13-02-00 30 10 72 Controls Summary Value % Allowable Duration Case Location Pos, Moment 2,792 ft-lbs 37,5% 100% 1 10-06-05 End Reaction 584 Ibs 46,2% 100% 1 19-08-00 End Shear 575 Ibs 29,8% 100% 1 19-06-00 Hole Shear 196 Ibs 27% 100% 5 08-00-00 Hole Shear 275 Ibs 37,8% 100% 3 06-00-00 Hole Shear 126 Ibs 17,3% 100% 7 10-00-00 Hole Shear 401 Ibs 82,5% 100% 8 16-00-00 Total Load Defl, L/828 (0,279") 43,5% n/a 1 10-00-14 Live Load Defl, L/1,243 (0186") 38,6% n/a 10 09-11-01 Max Defl, 0,279" 74,5% n/a 1 10-00-14 Span / Depth 16,5 n/a n/a 0 00-00-00 Hole Location Valid Hole Summary Center Ref. Width Height Shape 1 08-00-00 L 8" Circular 2 06-00-00 L 8" Circular 3 10-00-00 L 8" Circular 4 16-00-00 L 10" Circular % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wall/Plate 4-1/4'X 2-5/16" 561 Ibs 9,1% 36,8% Douglas Fir R2 Hanger 2" X 2-5/16" 584 Ibs 37,7% 46,2% ITS2,37/14 Cautions Header for the hanger 1TS2,37/14 at R2 is a Single 5-1/4' x 14" VERSA-LAM® 2,0 3100 DF, Hanger ITS2,37/14 requires (2) lOd face nails, (4) lOd TF nails, (2) Strong-Grip joist nails. Notes Design meets User specified (L/360) Total load deflecfion criteria. Design meets User specifled (L/480) Live load deflection criteria. Design meets arbitrary (0,375") Maximum totai load deflecfion criteria. Hanger Manufacturer: Simpson Strong-Tie, Inc, Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition, Deflecfions less than 1/8" were ignored in the results. 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L L C, 1 of 2 Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1336 Single 14" BCI® 60-2.0 DF Dry I 2 spans | Right canfilever | 0/12 slope 16 OCS I Repetitive | Glued & nailed construcfion File Name: Lewis.bcc Description: Designs\FJ-3A Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: Page 35 of 49 Joist\FJ-3A Tuesday, August 27, 2013 ^... -'k _ A- T ? L ^ _ ^ i°_ "4 i.. ._ '^_ _ '^.^,.._ _ .i'- 2 4 R1 18-08-00 Total Horizontal Product Length = 19-08-00 i&1-00-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 4-1/4" R2, 3-1/2" 379/1 409/0 103/0 586/0 0/14 276/0 Load Summary Tag Description Load Type Ref. Start Live End 100% Dead 90% Snow Wind Roof Live 115% 160% 125% OCS Sleeping Area Roof on atfic wall Unf Area (lb/ft'^2) Cone, Lin, (lb/ft) L 00-00-00 L 19-08-00 19-08-00 19-08-00 30 10 320 Controls Summary Value % Allowable Duration Case Location Pos, Moment 2,039 ft-lbs 27,4% 100% 2 09-00-08 Neg, Moment -695 ft-lbs 7,5% 125% 12 18-08-00 End Reaction 482 lbs 31,6% 100% 2 00-00-00 Int, Reacfion 1,099 Ibs 31,9% 125% 13 18-08-00 End Shear 463 lbs 24,1% 100% 2 00-04-04 Cont, Shear 699 Ibs 29,1% 125% 12 18-09-12 Hole Shear 120 Ibs 16,5% 100% 7 08-00-00 Hole Shear 197 Ibs 27,1% 100% 5 06-00-00 Hole Shear 133 Ibs 18,3% 100% 8 10-00-00 Hole Shear 379 Ibs 77,9% 100% 10 16-00-00 Total Load Defl, U1,183 (0,186") 30,4% n/a 2 09-04-00 Live Load Defl, L/1,418(0,155") 33,8% n/a 25 09-05-12 Total Neg, Defl, 2xL/1,998 (-0,02" n/a n/a 2 19-08-00 Max Defl, 0,186" 49,7% n/a 2 09-04-00 Span / Depth 15,7 n/a n/a 0 00-00-00 Hole Location Valid Hole Summary Center Ref. Width Height Shape 1 08-00-00 L 8" Circular 2 06-00-00 L 8" Circular 3 10-00-00 L 8" Circular 4 16-00-00 L 10" Circular % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wall/Plate 4-1/4" X 2-5/16" 482 Ibs 7,8% 31,6% Douglas Fir R2 Beam 3-1/2" X 2-5/16" 1,099 Ibs 18,1% 36,2% Versa-Lam 1,7 Cautions 196 16 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Design assumes Top and Bottom flanges to be restrained. Boise Cascade BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-1336 Single 14" BCI® 60-2.0 DF Dry I 1 span | No canfilevers | 0/12 slope 16 OCS I Repetitive | Glued & nailed construcfion File Name: Lewis.bcc Descripfion: Designs\FJ-3B Specifier: CE Jackson Designer: Company: Jackson Cole Assoc. Misc: Page 36 of 49 Joist\FJ-3B Tuesday, August 27, 2013 'j* Y_ R1 21-00-00 Total Horizontal Product Length = 21-00-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 4-1/4' R2, 4-1/4' 560/0 560/0 140/0 140/0 Load Summary Tag Description Load Type Ref. Start Live End 100% Dead 90% Snow Wind Roof Live 115% 160% 125% OCS 1 Living Area Unf Area (lb/ft'^2) L 00-00-00 21-00-00 40 10 Controls Summary Value % Allowable Duration Case Location Pos. Moment 3,474 ft-lbs 46,7% 100% 1 10-06-00 End Reaction 700 lbs 45,9% 100% 1 00-00-00 End Shear 676 lbs 35,1% 100% 1 00-04-04 Total Load Defl. L/635 (0,386") 56,7% n/a 1 10-06-00 Live Load Defl. L/794 (0,309") 60,5% n/a 2 10-06-00 Span / Depth 17,5 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim. (L X W) Value Support Member Material Rl Wall/Plate R2 Wall/Plate 4-1/4" X 2-5/16" 4-1/4" X 2-5/16" 700 Ibs 700 Ibs 11,4% 11,4% 45,9% 45,9% Douglas Fir Douglas Fir Notes Design meets User specifled (L/360) Total load deflecfion criteria. Design meets User specified (L/480) Live load deflecfion criteria. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition, Deflecfions less than 1/8" were ignored in the results. 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C,ge 1 of 1 Page 37 of 49 BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Lewis Residence G-1 Selection Conditions floor girder Date: 8/8/13 6x8 DF-L#1 Lu = 0,0 Ft NDS 2005 Min Bearing Area R1=3,5in' R2=3,5in=' (1,5)DLDefl= 0,07 in Data Beam Span 8,5 ft Reaction 1 LL 1700 # Reacfion 2 LL 1700 # Beam Wt per ft 10,02 # Reacfion 1 TL 2197 # Reacfion 2 TL 2210 # Bm Wt Included 85 # Maximum V 2210 # Max Moment 4733 '# Max V (Reduced) 1891 # TL Max Defl L/240 TL Actual Defl L/460 LL Max Defl L/360 LL Actual Defl L/673 Attributes Secfion (in^) Shear (in') TL Defl (in) LL Defl Actuai 51,56 41,25 0,22 0,15 Crifical 47,33 16,69 0,43 0,28 Status OK OK OK OK Rafio 92% 40% 52% 54% Fb (psi) Fv (psi) E (psi X mil) FcJ. (psi) Values Reference Values 1200 170 1,6 625 Adjusted Values 1200 170 1,6 625 Adiustments CF Size Factor 1,000 Cd Durafion 1,00 1,00 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Unifonn LL: 400 Uniform TL: 500 = A Point TL Distance B = 72 5,0 Pt loads: Uniform Load A B Rl =2197 R2 = 2210 SPAN = 8,5 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A - unifomn load B - int partifion Boise Cascade Single 5-1/4" x 11-7/8" VERSA-LAM® 2.0 3100 DF BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carisbad, CA 92008 Customer: Code reports: ESR-104(D Dry I 1 span | No canfilevers | 0/12 slope 16-00-00 OCS Page 38 of 49 Wall Header\H1.1 Tuesday, August 27, 2013 File Name: Lewis,bcc Descripfion: Designs\H1,1 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc, Misc: Rl 09-00-00 Total Horizontal Product Length = 09-00-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 3-1/2" R2, 3-1/2" 1,839/0 4,611/0 2,052 / 0 5,036 / 0 Live Dead Load Summary Tag Description Load Type Ref. Start End 100% 90% 1 R2 @ FB-1 Cone, Pt, (Ibs) L 06-04-00 06-04-00 6,450 6,944 Controls Summary Value % Allowable Duration Case Location Pos, Moment 23,426 ft-lbs 74,1% 100% 1 06-04-01 End Shear 9,626 lbs 81,3% 100% 1 01-03-06 Total Load Defl, L/641 (0,16") 56,1% n/a 1 04-11-07 Live Load Defl, L/999 (0,076") n/a n/a 2 04-11-07 Max Defl, 016" 63,9% n/a 1 04-11-07 Span / Depth 8,6 n/a n/a 0 00-00-00 Snow Wind Roof Live 115% 160% 125% OCS Bearing Supports Dim. (L X W) Value % Allow Support % Allow Member Material Rl R2 Notes Post Post 3-1/2" X 5-1/4" 3-1/2" X 5-1/4" 3,892 Ibs 9,647 lbs 24,9% 61,8% 28,2% 70% Douglas Fir Douglas Fir Design meets User specifled (L/360) Total load deflecfion criteria. Design meets User specified (L/480) Live load deflecfion criteria. Design meets arbitrary (0,25") Maximum total load deflecfion criteria, Calculafions assume Member has an unbraced length of 09-00-00, Calculafions assume Member is Braced at Bearing Point, Design based on Dry Service Condition, Defiecfions less than 1/8" were ignored in the results. n/a Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepteci design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with cun-ent Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Boise Cascade Single 5-1/4" x 11-1/4" VERSA-LAM® 1.7 2650 DF BC CALC® Design Report - US Build 2377 Job Name: Lewis Residence Address: 1368 Maple Ave City, State, Zip: Carlsbad, CA 92008 Customer: Code reports: ESR-1040 Dry I 1 span | No canfilevers | 0/12 slope 16-00-00 OCS Page 39 of 49 Wall Header\H1.2 Tuesday, August 27, 2013 File Name: Lewis.bcc Descripfion: Designs\H1.2 Specifier: CE Jackson Designer: Company: Jackson Cole Assoc. Misc: I i I R1 10-04-00 Total Horizontal Product Length = 10-04-00 R2 Reaction Summary (Down / Uplift) (ibs) Bearing Live Dead Snow Wind Roof Live Rl, 3-1/2" 4,431 / 0 5,504 / 0 R2, 3-1/2" 1,724/0 1,926/0 Live Dead Snow Wind Roof Live OCS Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 R2 @ FB-2 2 deck 3 low roof 4 Rl @ FB-3 Cone. Pt. (Ibs) Unf Area (lb/ft'^2) Unf Area (lb/ft'^2) Cone. Pt. (Ibs) L 01-00-00 L 00-00-00 L 00-00-00 L 07-03-00 01-00-00 2,420 06- 04-00 40 10-04-00 20 07- 03-00 365 4,584 10 15 1,175 n/a 08-00-00 06-06-00 n/a Controls Summary Value % Allowable Duration Case Location Disclosure Pos. Moment End Shear Totai Load Defl. Live Load Defl. Max Defl. Span / Depth 11,429 ft-lbs 7,433 Ibs L/603 (0.197") L/999 (0.098") 0.197" 10.5 46.4% 66.2% 59.8% n/a 78.7% n/a 100% 100% n/a n/a n/a n/a 1 1 1 2 1 0 04- 06-12 01-02-12 05- 00-02 04- 11-10 05- 00-02 00-00-00 Bearing Supports Dim. (L X W) Value % Allow Support % Allow Member Material Rl Post R2 Post 3-1/2" X 5-1/4" 3-1/2" X 5-1/4' 9,935 Ibs 3,651 lbs 63.6% 23.4% 72.1% 26.5% Douglas Fir Douglas Fir Notes Design meets User specified (L/360) Total ioad deflecfion criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (0.25") Maximum total load deflecfion criteria. Calculafions assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code-accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation, BC CALC®, BC FRAMER® , AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAM™, SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS®, VERSA-RIM®, VERSA-STRAND®, VERSA-STUD® are trademarks of Boise Cascade Wood Products L,L,C, Page 40 of 49 Lewis Residence Hip-1 Selection Conditions BeamChek v2010 iicensed to: Charles Jackson Reg # 4151-64856 Main hips Date: 8/8/13 4x10 DF-L #2 Lu = 0,0 Ft NDS 2005, Increasing Load Min Bearing Area R1= 1,1 in^ R2=2,2in=' (1,5)DLDefl= 0,29 in Data Beam Span 14,85 ft Reacfion 1 LL 368 # Reaction 2 LL 735 # Beam Wt per ft 7,87 # Reaction 1 TL 702 # Reacfion 2 TL 1345# Bm Wt Included 117 # Maximum V 1345 # Max Moment 3893 '# Max V (Reduced) 1143# TL Max Defl L/240 TL Actual Defl L/347 LL Max Defl L/360 LL Actual Defl L/791 Attributes Secfion (in^) Shear (in^') TL Defl (in) LL Defl Actual 49,91 32,38 0,51 0,23 Crifical 34,60 7,62 0,74 0,50 Status OK OK OK OK Rafio 69% 24% 69% 46% Fb (psi) Fv (psi) E (psi X mil) FcJ. (psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1350 225 1,6 625 Adiustments CF Size Factor 1,200 Cd Duration 1,25 1,25 Cr Repefitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Increasing LL = 1103 Increasing TL=1929 Rl = 702 R2 = 1345 SPAN = 14,85 FT The Increasing load is total pounds on the beam. Beam weight and any uniform ioad is PLF, Page 41 of 49 Lewis Residence Hip-2 Selection BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Main hips Date: 8/8/13 2x10 DF-L #2 Lu = 0,0 Ft Conditions NDS 2005, Increasing Load Min Bearing Area R1=0,7in^ R2= 1,4 in^ (1,5) DL Defl= 0,22 in Data Beam Span 12,02 ft Reaction 1 LL 241 # Reacfion 2 LL 482 # Beam Wt per ft 3,37 # Reacfion 1 TL 442 # Reacfion 2 TL 863 # Bm Wt Inciuded 41 # Maximum V 863 # Max Moment 2010'# Max V (Reduced) 704 # TL Max Defl L/240 TL Actual Defi L/358 LL Max Defl L/360 LL Actual Defl L/789 Attributes Secfion (in^) Shear (in^') TL Defl (in) LL Defl Actuai 21,39 13,88 0,40 0,18 Critical 19,50 4,69 0,60 0,40 Status OK OK OK OK Rafio 91% 34% 67% 46% Fb (psi) Fv (psi) E (psi X mii) Fc±(psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1238 225 1,6 625 Adiustments CF Size Factor 1,100 Cd Duration 1,25 1,25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Increasing LL = 723 Increasing TL = 1264 863 SPAN = 12,02 FT The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF, Page 42 of 49 BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Lewis Residence RB-1,1 Selection Conditions Roof flush beam i Lanai Date: 8/8/13 4x12 DF-L #2 Lu = 0,0 Ft NDS 2005 Min Bearing Area R1=2,2in^ R2=2,2in^ (1,5)DLDefl= 0,16 in Dafa Beam Span 12,4 ft Reacfion 1 LL 730 # Reacfion 2 LL 730 # Beam Wt per ft 9,57 # Reaction 1 TL 1356 # Reaction 2 TL 1356# Bm Wt Included 119# Maximum V 1356# Max Moment 6880 '# Max V (Reduced) 1282 # TL Max Defl L/240 TL Actual Defl L/504 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 73,83 39,38 0,30 0,13 Crifical 66,71 8,54 0,62 0,41 Status OK OK OK OK Rafio 90% 22% 48% 32% Fb (psi) Fv (psi) E (psi x mil) Fc± (psi) Values Reference Values 900 180 1,6 625 Adjusted Values 1238 225 1,6 625 Adiustments CF Size Factor 1,100 Cd Duration 1,25 1,25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Uniform LL: 40 Unifonn TL: 70 = A Point LL Point TL Distance 964 B= 1726 6,2 Pt loads: Uniform Load A B Rl =1356 R2= 1356 SPAN = 12,4 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A - trib, common to ridge B - hip X2 Page 43 of 49 Lewis Residence RB1,2 BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Lanai beams Date: 8/8/13 Selection 6x8 DF-L#1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1=3,0in=^ R2=2.7in^ (1.5)DLDefl= 0.26 in Data Beam Span 10,25 ft Reaction 1 LL 820 # Reaction 2 LL 820 # Beam Wt per ft 10,02 # Reacfion 1 TL 1878 # Reacfion 2 TL 1670 # Bm Wt included 103 # Maximum V 1878# Max Moment 4946 '# Max V (Reduced) 1702# TL Max Defl L/240 TL Actual Defl L/320 LL Max Defl L/360 LL Actual Defl L/959 Attributes Secfion (in') Shear (in^) TL Defl (in) LL Defl Actual 51,56 41,25 0.38 0.13 Crifical 39,57 12,01 0.51 0.34 Status OK OK OK OK Rafio 77% 29% 75% 38% Fb (psi) Fv (psi) E (psi X mil) FcJ. (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1.000 Cd Duration 1.25 1.25 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Unifonn LL: 160 Uniform TL: 272 = A 1 Point TL Distance B = 657 3.5 Pt loads: Uniform Load A Rl =1878 R2= 1670 SPAN = 10.25 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A - low roof B - Rl (ffi FB-2 Page 44 of 49 Lewis Residence RB-2.1 Selection Conditions BeamChek v2010 licensed to: Charles Jackson Roof flush beam & Reg # 4151^-64856 g Bed 3 Date: 8/8/13 5-1/4x11-7/8 2.0E BC Versa-Lam 3100 Lu = 0,0 Ft NDS 2005 Min Bearing Area R1=2,9in^ R2=2,9in^ (1,5)DLDefl= 0,40 in Data Beam Span 19,67 ft Reaction 1 LL 1117# Reacfion 2 LL 1116# Beam Wt per ft 16,02 # Reaction 1 TL 2141 # Reaction 2 TL 2140 # Bm Wt Included 315 # Maximum V 2141 # Max Moment 12173'# Max V (Reduced) 2056 # TL Max Defl L/240 TL Actual Defl L/337 LL Max Defl L/360 LL Actual Defl L/792 Attributes Section (in') Shear (in^) TL Defl (in) LL Defl Actual 123,39 62,34 0,70 0,30 Crifical 37,65 8,66 0,98 0,66 Status OK OK OK OK Ratio 31% 14% 71% 45% Fb (psi) Fv (psi) E (psi x mii) Fc±(psi) Values Reference Values 3100 285 2,0 750 Adjusted Values 3880 356 2,0 750 Adiustments CF Size Factor 1,001 Cd Durafion 1,25 1,25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1,00 1,00 1,00 Cl Stability 1,0000 Rb = 0,00 Le = 0,00 Ft Loads Uniform LL: 40 Uniform TL: 70 = A Point LL Point TL Distance 964 482 B= 1726 C = 863 6,5 16,5 Pt loads: Uniform Load A B 0 R1 =2141 R2 = 2140 SPAN = 19,67 FT Uniform and partial unifomn loads are Ibs per lineal ft. Notes A - trib, common to ridge B - hip (g valley C - outside hip Page 45 of 49 BeamChek v2010 licensed to: Charles Jackson Reg # 4151-64856 Lewis Residence RB-2,3 Roof flush beam in AU Date: 8/8/13 Selection 6x8 DF-L#1 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 1,6 in ^R2=1,6in=' (1.5)DLDefl= 0,14in Data Beam Span 11,0 ft Reaction 1 LL 550 # Reaction 2 LL 550 # Beam Wt per ft 10,02 # Reacfion 1 TL 1018# Reaction 2 TL 1018# Bm Wt Included 110# Maximum V 1018# Max Moment 2798 '# Max V (Reduced) 902 # TL Max Defl L/240 TL Actual Defl L/546 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Secfion (in') Shear (in^) TL Defl (in) LL Defl Actual 51,56 41,25 0.24 0.11 Crifical 22,39 6,37 0.55 0.37 Status OK OK OK OK Rafio 43% 15% 44% 29% Fb (psi) Fv (psi) E (psi x mil) Fc± (psi) Values Reference Values 1200 170 1.6 625 Adjusted Values 1500 213 1.6 625 Adiustments CF Size Factor 1,000 Cd Durafion 1,25 1.25 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1,00 1.00 1.00 1.00 Cl Stability 1,0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Unifonn TL: 175 = A Uniform Load A R1 = 1018 R2=1018 SPAN = 11 FT Unifonn and partiai uniform loads are Ibs per lineal ft. Notes A - 5-ft trib roof Page 46 of 49 STRUCTURAL CALCULATIONS Project: Lewis Residence Date 8/9/13 Revised Douglas Fir column, concentric load CD = 1.00 load duration factor Ke = 1.0 effective length factor CM = 1.00 wet service factor KcE = 0.3 Euler buckling coefficient c,= 1.00 temperature factor C = 0.8 Neutral axis CF = 1.15 compression size factor F * - rc 1.2 Fc Fc(CD)(CM)(Ct)(CF)(Ci) Ci = 1.00 incising factor (pressure treating) E' = 1.0 E E(CM)(C,)(Ci) Cp = column stability factor 4 X 4 #2 DF/L post b = 3.50 in y axis Fcll = 1350 psi E = 1,6 106 d = 3.50 in x axis Fc* = 1553 psi E' = 1600000 psi A = 12.3 in2 F'c = (Cp) Fc* S = 7.1 n3 Cp = 1+(FcE/Fc*)/2c-[[1 + [(FCE/FC*)/2C]2-(FCE/FC*)/C]I/2 1 = 12,5 in4 FcE = (KcE E') / (le/d)2 F'cA = Allowable load unbraced le le/d(x) FcE Cp F'c le / d(y) FcE Cp F'c Allowable ht ft ft psi psi psi psi lbs 4 4,0 13,71 2552 0,83 1289 13.71 2552 0.83 1289 15793 6 6.0 20,57 1134 0,58 893 20.57 1134 0.58 893 10936 8 8,0 27,43 638 0,37 571 27.43 638 0.37 571 7000 10 10,0 34,29 408 0,25 383 34.29 408 0.25 383 4694 12 12.0 41,14 284 0,18 272 41.14 284 0.18 272 3332 14 14.0 48,00 208 0,13 202 48.00 208 0.13 202 2478 16 16,0 N.G, 0 0,00 0 N.G. 0 0.00 0 0 18 18,0 N,G, 0 0,00 0 N.G. 0 0.00 0 0 20 20,0 N.G, 0 0,00 0 N.G. 0 0.00 0 0 6 X 6 #1 DF/L post b = 5,50 in y axis Fc|| = 1000 psi E = 1.6 106 d = 5,50 in x axis Fc* = 1150 psi E' = 1600000 psi A = 30,3 in^ F'c = (Cp) Fc* S = 27.7 in3 Cp = 1+(FcE/Fc*)/2c-[[1 + [(FCE/FC*)/2C 2-(FCE/FC*)/C]I/2 1 = 76,3 in^ FcE = (KcE E') / (le/d)2 F'cA = Allowable load unbraced le le/d(x) FcE Cp F'c le / d(y) FcE Cp F'c Allowable ht ft ft psi psi psi psi lbs 4 4,0 8,73 6302 0,96 1103 8.73 6302 0.96 1103 33371 6 6,0 13.09 2801 0,90 1030 13.09 2801 0.90 1030 31162 8 8.0 17.45 1576 0,79 905 17.45 1576 0,79 905 27387 10 10,0 21.82 1008 0,64 741 21.82 1008 0,64 741 22400 12 12,0 26.18 700 0,51 581 26.18 700 0,51 581 17586 14 14,0 30.55 514 0,40 455 30.55 514 0.40 455 13761 16 16,0 34.91 394 0,31 361 34.91 394 0,31 361 10916 18 18,0 39.27 311 0,25 291 39.27 311 0.25 291 8816 20 20,0 43,64 252 0.21 239 43.64 252 0,21 239 7244 STRUCTURAL CALCULATIONS Page 47 of 49 Project: Lewis Residence Date 8/9/2013 Headers V(max) = Fv bd / 1,5 Wv = 2 V / L M(max) = Fb X S Wb = 8 M / L^ A = L/360 WA = 384EIA / 5L4 Shear limit Maximum EUL @ shear limit Bending limit Maximum EUL (g bending limit Deflection limit Maximum EUL @ deflection limit Modifiers Cd = duration factor Cm = wet service factor Ch = shear stress factor Ct = temperature factor Cf = form factor Cr = repetitive use Span = A allow - 2 0,07 4 0,13 6 0,20 8 0,27 10 0,33 4 X 6 # 2 DF /L b = 3,50 in d = A = S = I = V(max) = M(max) = bearing = Span Wv = Wb = WA = 5,50 in 19,3 in^ 17,6 in^ 48,5 in^ 1219 Ibs 1673 ft-lbs 1,77 in2 2 4 1219 610 Adj. Values Fv= 95 Fb= 1138 Fci = 688 Ft = 748 E= 1,6 single trimmer OK 6 8 fO ^2 12 14 16 18 20 22 24 ft 0,40 0,47 0,53 0,60 0,67 0.73 0.80 in Cd Cm Ct Ch Cf Cr Base values 1,00 1,00 1,00 1,00 ** ** 95 psi 1,00 1,00 1,00 ** 1,30 1.00 875 psi ** 1,00 1,00 ** 1,10 ** 625 psi 1,00 1,00 ** 1,30 ** 575 psi ** 1,00 1,00 ** ** ** 1.6 Mpsi 14 16 18 20 22 372 209 115 67 24 ft #/ft #/ft #/ft 4 X 8 # 2 DF /L b = 3,50 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 7,25 in Fv= 95 1,00 1,00 1,00 1,00 ilril: ** 95 psi A = 25,4 in^ Fb= 1138 1,00 1,00 1,00 ** 1,30 1,00 875 psi S = 30,7 in^ Fci = 656 *ie 1,00 1,00 ** 1,05 ** 625 psi 1 = 111,1 in'^ Ft = 690 ** 1,00 1,00 1,20 ** 575 psi V(max) ~ 1607 Ibs E= 1,6 •k-k 1,00 1,00 ** ** ** 1,6 Mpsi M(max) = 2906 ft-lbs bearing = 2,45 in2 single trimmer OK Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 1607 804 536 #/ft Wb = .:Z 233 #/ft WA = 152 96 64 #/ft 4 X 10 #2 DF/L b = 3,50 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 9,25 in Fv= 95 1,00 1,00 1,00 1,00 ** ** 95 psi A = 32,4 in^ Fb= 1050 1,00 1,00 1,00 ** 1,20 1,00 875 psi S = 49.9 in^ Fci = 625 ** 1,00 1,00 ** 1,00 ** 625 psi 1 = 230,8 in^ Ft = 633 ** 1,00 1,00 1,10 ** 575 psi V(max) -2050 Ibs E= 1,6 ** 1,00 1,00 ** ** ** 1,6 Mpsi M(max) = 4367 ft-lbs bearing = 3,28 in2 single trimmer OK Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 2050 1025 683 513 #/ft Wb = 349 243 178 #/ft WA = 134 94 68 #/ft STRUCTURAL CALCULATIONS Page 48 of 49 Project: Lewis Residence Date 8/9/2013 Headers Modifiers V(max) = Fv bd /1,5 Shear limit Cd = duration factor Wv = 2 V/L Maximum EUL @ shear limit Cm = wet service factor M(max) = FbxS Bending limit Ch = shear stress factor Wb = 8M/L^ Maximum EUL @ bending limit Ct = temperature factor A = L/360 Deflection limit Cf = form factor WA = 384EIA / 5L'* Maximum EUL @ deflection limit Cr = repetitive use Span = 2 4 6 8 10 12 14 16 18 20 22 24 ft A allow ~ 0,07 0,13 0,20 0,27 0,33 0,40 0,47 0,53 0,60 0,67 0,73 0,80 in 6 X 4 #2 DF/L b = 5,50 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 3,50 in Fv= 95 1,00 1,00 1,00 1,00 ** ** 95 psi A = 19,3 in^ Fb = 875 1,00 1,00 ** ** 1,00 1,00 875 psi S = 11,2 in^ Fci = 625 1,00 1,00 ** ** ** 625 psi 1 = 19,7 in^ Ft = 575 ** 1,00 1,00 ** ** ** 575 psi V(max) ~ 1219 Ibs E= 1,6 ** 1,00 1,00 ** ** ** 1,6 Mpsi M(max) = 819 ft-lbs bearing = 1,95 in2 Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 1219 m Wb = 409 182 #/ft WA = #/ft 6 X 6 #1 DF/L b = 5,50 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 5,50 in Fv= 85 1,00 1,00 1,00 1,00 ** 85 psi A = 30,3 in^ Fb= 1300 1,00 1,00 ** ** 1,00 1,00 1300 psi S = 27,7 in^ Fci = 625 ** 1,00 1,00 ** ** ** 625 psi 1 = 76,3 in^ Ft = 675 ** 1,00 1,00 ** ** ** 675 psi V(max) -1714 Ibs E = 1,6 ** 1,00 1,00 ** ** ** 1,6 Mpsi M(max) = 3004 ft-lbs bearing = 2,74 in2 Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 1714 857 571 m Wb = #/ft WA = 353 #/ft 6 X 8 #1 DF/L b = 5,50 in Adj. Values Cd Cm Cl Ch Cf Cr Base values d = 7,25 in Fv= 85 1,00 1,00 1,00 1,00 ** ** 85 psi A = 39,9 in^ Fb= 1300 1,00 1,00 ** ** 1,00 1,00 1300 psi S = 48,2 in^ Fci = 625 ** 1,00 1,00 ** ** ** 625 psi 1 = 174,7 in^ Ft = 675 ** 1,00 1,00 ** ** ** 675 psi V(max) -2260 Ibs E= 1,6 ** 1,00 1,00 ** ** 1,6 Mpsi M(max) = 5220 ft-lbs bearing = 3,62 in2 Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 2260 1130 753 565 m Wb = WA = 414 240 #/ft STRUCTURAL CALCULATIONS Page 49 of 49 Project: Lewis Residence Date 8/9/2013 Headers V(max) = Fv bd /1,5 Shear limit Wv = 2 V / L Maximum EUL @ shear limit M(max) = Fb X S Bending limit Wb = 8 M / L^ Maximum EUL @ bending limit A = L / 360 Deflection limit WA = AEbd^/ 270L'*+28,8L^d^ Maximum EUL @ deflection limit Modifiers Cd = duration factor Cm = wet service factor Ch = shear stress factor Ct = temperature factor Cf = form factor Cr = repetitive use Span = 2 4 6 8 10 12 14 16 18 20 22 24 ft A allow -0,07 0,13 0,20 0,27 0,33 0,40 0,47 0,53 0,60 0,67 0,73 0,80 in 1-1/4"X14" LVL b = 1,25 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 14,00 in Fv = 285 1,00 1.00 1,00 1,00 ** ** 285 psi A = 17,5 in^ Fb = 2678 1,00 1,00 1,00 ** 1,03 1,00 2600 psi S = 40,8 in^ Fci = 750 ** 1,00 1,00 ** 1,00 ** 750 psi 1 = 285,8 in"* Ft= 1660 ** 1,00 1,00 ** 1.00 ** 1660 psi V(max) -3325 Ibs E = 1,9 ** 1,00 1,00 ** ** 1,9 Mpsi M(max) = 9113 ft-lbs bearing = 4,43 in2 double trimmer req'd Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 3325 1663 1108 831 665 #/ft Wb = #/ft WA = ""138" *"Tol' '76 58 #/ft 1-3/4" X 14" LVL b = 1,75 in Adj. Values Cd Cm c, Ch Cf Cr Base values d = 14,00 in Fv = 285 1,00 1,00 1,00 1,00 ** ** 285 psi A = 24,5 in^ Fb = 2546 1,00 1,00 1,00 ** 0,98 1,00 2600 psi S = 57,2 in^ Fci = 750 1,00 1,00 ** 1,00 750 psi 1 = 400,2 in"* Ft= 1660 ** 1,00 1,00 ** 1,00 ** 1660 psi V(max) ~ 4655 Ibs E= 1,9 ** 1,00 1,00 ** ** 1,9 Mpsi M(max) = 12129 ft-lbs bearing = 6,21 in2 double trimmer req'd Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 4655 2328 1552 1164 931 #/ft Wb = #/ft WA = 651 410 275 193 141 106 81 #/ft 3-1/2" X 14' LVL b = 3,50 in Adj. Values Cd Cm Ct Ch Cf Cr Base values d = 14,00 in Fv = 285 1,00 1,00 1,00 1,00 ** ** 285 psi A = 49,0 in^ Fb = 2546 1,00 1,00 1,00 ** 0,98 1,00 2600 psi S = 114,3 in^ Fci = 750 ** 1,00 1.00 ** 1.00 ** 750 psi 1 = 800,3 in^ Ft= 1660 ** 1,00 1,00 ** 1,00 ** 1660 psi V(max) = 9310 Ibs E= 1,9 ** 1,00 1,00 ** ** ** 1,9 Mpsi M(max) = 24258 ft-lbs bearing = 12,41 in2 double trimmer req'd Span 2 4 6 8 10 12 14 16 18 20 22 24 ft Wv = 9310 4655 3103 2328 1862 #/ft Wb = #/ft WA = 1302 820 550 386 281 212 163 #/ft Lewis Residence 10/6/13 Structural Plan Check Commente Item Location Comments 6c calc handrail calc attached in addendum 22 S1 notes 1A-1D 23 attached soils review attached 24 S4 rafter size and spacing noted 25 SI floor joists size and spacing noted 26 82 shearwall notation updated 27 84 detail callouts corrected, details 9/87, Please call if you have questions. Thank you. Charles Jackson 760-744-6014 STRUCTURAL CALCULATIONS Page 1 of 2 Project: Lewis Residence City 168 Maple Street Carlsbad CA Date Addendui 8/9/13 10/7/13 Building Dept Plan Check: City of Carisbad EsGii Phone (760)438-1161 Phone (858) 560-1468 CRC : 2010 8ite seismic category : D Seismic factor : .137 Basic Wind 8peed : 85 mph Surface category : B Exposure category : B LOADS ROOF Roof Covering 5.0 psf Ply (1/2") 1,5 psf Rafters 1.2 psf Joists 1,3 psf Insulation 0.5 psf Ceiling 2.5 psf Misc. 2.0 psf Dead Load 14.0 psf Snow Load 0.0 psf Live Load 16.0 psf TOTAL LOAD 30.0 psf Soil Report Soil Profile Allowable Bearing Active Pressure Passive Pressure Friction Coefficient FLOOR Flooring Underlayment Plywood Joists Insulation Drywall / T Bar Misc. Dead Load Live Load TOTAL LOAD Geotechnical Explorations, Inc Job No. 13-10248 SD 2500 psf 35 pcf, plus 5H at rest 250 pcf .35 1.0 psf 0.0 psf 2.5 psf 2.4 psf 0.5 psf 2.5 psf 1.1 psf 10.0 psf 40.0 psf 50.0 psf WALLS Ext Stud Int Stud Veneer CMU 15 psf 8 psf 5 psf 135 pcf IMATERiALS (UON) Concrete fc Grout Reinforcing Steel Structural Steel Dimensional Lumber Engineered Lumber 2500 psi 2000 psi A-615 A-992 (UON) A-46 A-501 or A-53 DF/L Masonry /'m Mortar Grade 60 all sizes W, C, MC, L, WT structural tubing pipe columns : 1500 psi : Type M or S Grade : #2 - joist, rafter, header NDS 05 #1 - beams & stringers NDS 05 stud grade - studs NDS 05 Boise Cascade LVL Boise Cascade Versa-Lam BCI Boise Cascade l-joist GLB Rosboro GluLam BGM Rosboro BigBeam Laminated veneer lumber ESR-1040 I joist ESR-1336 glulams beams and headers ESR-1940 glulam high strength ESR-1937 Page 2 of 2 Z>0 If^Si LEWIS RESIDENCE 10/4/13 HANDRAIL (e (f &E)Wi: ^UA«ep Ntw/E-U IP- l^ Ji^» tntif< SIP, jgjft^u 7W SHROUDS In some areas, chimneys are pemiitted to be installed with a decorative shn)ud stjmnounding the siaridaid tam^ are three styles of shrouds that are now pemnissible to use witti MCS Chimney systems. They are referred to as Pyramid. Mail- box, and House styles. Each individuai style has ifs own set of criteria. Beiow are the guidelines to aH ttuee styles. NOTES: 1. Ali Shrouds must be construct ta stan^ss sleel, alumi- nized steel or copper. Non-metalfic nrateriais - such as bikk, stone, day products, shicco, etc., may also be used if they are 100% rKtn-comtnstitto, can with^and the suntHJnding environ- ment (e)qposure to heat, cold, r»n, ice. snow. UV, etc.) and ara aiHiTDved by the locsd «ithority hawing juriscKction. 2. Sides of ^irouds (aH s^es) may be v^iical, sloped or curved if desired, as long as indicated minimum openings are main- tEwied. 3. in ail instances a minimum of 6* of chimney must extend above ttie base of ttie Flasfnng/Cliase cover before attaching Cap. 4. Mutt^ smaller op^Wngs are permitted where singte larger openings are shawm mirtimum open area is maintaned for 5. Given dimensions are fbr a sin^ chimney system only. Com- bine the required open Sffea for each diimney sy^em to get ttie nMTHim reqirired total for mulfipie systems. Mailbox Style Shroud Dia Cap Style/Dome OD H (in.) Minimum W (in.) Minimum S CT/10 12 11 6 CT/ 12 12 13 7 CT / 14 13 15 8 CT / 16 13 17 10 CT/20 15 21 10 EZ116 17 17 12 CT/24 17 25 12 EZ/20 19 21 14 CT/28 18 29 14 E2/20 19 21 16 EZ / 24 21 25 18 EZ/24 21 25 20 EZ/28 26 29 22 E2;32 28 33 24 EZ/32 28 33 r H ll Dashed Hnes represent ininbnum di- mensional desdgn and open area (fmm Fig 1.) ttiat must be present wtten constructing shroud. (See Fig L =• (Shroud Length) Most Dot extend past the cap dome more than 1-1/2 times the dome diameter for sizes 5" Oro iCT aad 1 linMS tte dome diameter for sizes 12" tfam House Style Shroud Dis Cap Sty hi/Dome OD H (in.) W (In.) L (In.) Minimum open area for single side (act. In.) * 5 CT / 10 12 11 11 20 8 CT / 12 12 13 13 28 7 CT / 14 13 15 15 39 8 CT / 16 13 17 17 50 10 CT/20 15 21 21 78 10 EZ / 16 17 17 17 79 12 CT/24 17 25 26 113 12 EZ/20 19 21 21 113 14 GT/28 IB 29 29 154 14 E2/20 19 21 21 154 16 EZ/24 21 25 25 201 18 ez/24 21 25 25 254 20 EZ/28 26 29 29 314 32 E2/32 28 33 33 380 24 EZ/32 28 33 33 462 Dashed Unes rspresarrt minimum tS- mmOonal de^gn and open area (iinm Fig 1.) that iTMist be present when cxmstrucjiing shroud. (See Fig Must t)e a tnir^num of open arm on ali four sides of shroud. Multiple openings are permftted on each sicJe tf minimum open area msBiv- tafned fbr each (See Chart). Fig2 Pyranid Sljie Sbrouc Dia. Cap Sty le/Dome 00 W (in.) M inim um L (In.) Minimum a X b ' Minimum open ar«a at bottom of eacli side (8^. m.l 5 CT / 10 13 13 4.91 6 CT/ 12 15 15 7.10 7 CT / 14 17 17 9.65 B OT 1 16 19 19 12.80 10 CT / 20 22 22 19.65 10 EZ / 16 21 21 19.65 12 CT / 24 26 26 28.30 12 EZ / 20 23 23 28.30 14 CT ( 28 31 31 38.50 14 EZ / 20 25 25 38.50 16 EZ / 24 30 30 50.30 16 EZ 1 24 31 31 63.65 20 EZ / 28 36 36 78.65 22 EZ / 32 37 37 96.10 24 EZ / 32 39 39 113.10 Dashed lines represent tniniinum di- mensional des^n and open area (ftom Fig 1.) fMt must be present wtien oonslructing shroud. (See F^ Minimum open araa at bottom of etaoud on each side (see chart) Fig2 Geotechnical Exploration, inc< SOIL AND FOUNDATION ENGINEERING • GROUNDWATER • ENGINEERING GEOLOGY 08 October 2013 Griff and Barbara Lewis Job No. 13-10248 823 Furlong Drive Libertyville, IL 60048 Subject: Foundation Plan Review Lewis Residence 168 Maple Avenue Carlsbad, California Dear Mr. and Mrs. Lewis: As requested by Mr. Ciiarles Jackson of Jackson/Cole Associates, your project structural designer, and as required by the City of Carlsbad reviewer, we are confirming that we have reviewed the proposed residential foundation plans. Sheets 51 through 58, dated October 3, 2013. The plans were prepared by Martin Architecture and Jackson/Cole Associates. After suggested corrections or modifications were made, we found the plans to be in general conformance with (and adequately incorporate) the recommendations presented in our "Report of Preliminary Geotechnical Investigation..." dated February 21, 2013. The plans reference the geotechnical report so that the concrete and general contractors know that all soil and foundation-related work should be done in accordance with the recommendations presented in that report. Furthermore, all foundation excavations and grading should be performed under the observations and testing of our representative. The general contractor, grading contractor, waterproofing contractor and concrete contractor should all be provided with a copy of the above mentioned report and this letter. If you have any questions regarding this letter, please contact our office. Reference to our Job No. 13-10248 will help expedite a response to your inquiry. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. „ ~ Jaime A. Cerros, P.E. yi^i"/,' : 'oh 'r- R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer cc: Martin Architecture Jackson/Cole Associates ; ' ...v. yj 7420 TRADE STREET* SAN DIEGO, CA. 92121 • (858) 549-7222 » FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Lewis Residence 168 Maple Street Carlsbad, California JOB NO. 13-10248 21 February 2013 Prepared for: Griff and Barbara Lewis RECEIVED SEP 1 3 2013 CITY OF CARLSBAD BUILDING DIVISION ilwi^ Geotechnical Exploration, inc. SOIL AND FOUNDATION ENGINEERING ® GROUNDWATER ® ENGINSRING 6EOU0GY 21 February 2013 Griff and, Barbara Lewis Job No. 13-10248 823 Furlong Drive Libertyville, IL 60048 Subject: Report of Preiiminarv Geotechnical Investigation Proposed Lewis Residence 168 Maple Street Carlsbad, California Dear Mr. and Mrs. Lewis: In accordance with your request, and our proposal of Decennber 27, 2012, Geotechnical Exploration, Inc. has performed a preliminary geotechnical investigation for the subject property. The fieldwork was performed on January 16, 2013. If the conclusions and recommendations presented in this report are incorporated into the design and construction of the proposed residence, it is our opinion that the site is suitable for the project. This opportunity to be of service is sincerely appreciated. Should you have any questions concerning the following report, please do not hesitate to contact us. Reference to our Job No. 13-10248 will expedite a response to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Wm. D. Hespelef, G.E. 396 Wy K. Heiser Senior Geotechnical Engineer Senior Project Geologist 7420 TRADE STREET* SAN DIEGO, CA. 92121 • (858) 549-7222* FAX: (858) 549-1604 • EMAIL: geotech@gei-sd.com TABLE OF CONTENTS I. PROJECT SUMMARY AND SCOPE OF SERVICES II. SITE DESCRIPTION III. FIELD INVESTIGATION IV. SOIL DESCRIPTION V GROUNDWATER VI. SEISMIC CONSIDERATIONS VII. LABORATORY TESTS AND SOIL INFORMATION VIII. CONCLUSION AND RECOMMENDATIONS IX. GRADING NOTES X. LIMITATIONS PAGE 1 1 2 2 3 4 5 6 19 19 FIGURES I. Vicinity Map II. Site Plan Illa-c. Exploratory Hand Pit Logs APPENDICES A. Unified Soil Classification System REPORT OF PRELII^INARY GEOTECHNICAL INVESTIGATION Proposed Lewis Residence 168 Maple Street Carlsbad, California Job No. 13-10248 The following report presents the findings and recommendations of Geotechnical Exploration, Inc. for the subject proposed residence (for the project location see Figure No. I). I. PROJECT SUi^lMARY ANP SCOPE OF SERVICES It is our understanding that the existing structures will be removed and the site is being developed to receive a new two story, single-family residence with a detached garage and guest house and associated improvements. The scope of work performed for this investigation included a site reconnaissance and subsurface exploration program, laboratory testing, geotechnical engineering analysis of the field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for the project earthwork, building foundations, and slab- on-grade floors. II. SITE DESCRIPTION The subject property is a relatively flat, rectangular parcel measuring 40 feet wide along Maple Street and 150 feet deep (see Site Plan, Figure No. II). Existing residences are present off the northwest, north and northeast property boundaries. Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 2 III. FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using hand equipment to investigate and sample the subsurface soils. Three exploratory hand pits were excavated across the property on January 16, 2013, to a maximum depth of 4 feet. The soils encountered in the hand pits were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification System (Refer to Appendix A). The approximate locations of the hand pits are shown on the Site Plan, Figure No. II. Representative samples were obtained from the hand pits at selected depths appropriate to the investigation. All samples were returned to our laboratory for evaluation and testing. Hand pit logs have been prepared on the basis of our observations and laboratory test results. Logs of the hand pits are attached as Figure Nos. Illa-c. IV. SOIL DESCRIPTION Topsoils/weathered formational soils consisting of dry to damp, loose to medium dense, silty sands were encountered In all the hand pits to depths of 2.5 to 2.7 feet. The topsoils/weathered formational soils were underlain in all the hand pits by formational terrace deposit materials consisting of medium dense to dense silty sands. Proposed Lewis Residence Job No. 13-10248 •Carlsbad, California Page 3 V. GROUNDWATER Free groundwater was not encountered in the exploratory hand pits at the time of excavation. It must be noted, however, that fluctuations in the level of groundwater may occur due to variations in ground surface topography, subsurface stratification, rainfall, and other possible factors that may not have been evident at the time of our field investigation. It should be kept in mind that grading operations can change surface drainage patterns and/or reduce permeabilities due to the densification of compacted soils. Such changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall, may result in the appearance of surface or near-surface water at locations where none existed previously. The appearance of such water is expected to be localized and cosmetic in nature, if good positive drainage is implemented, as recommended in this report, during and at the completion of construction. It must be understood that unless discovered during initial site exploration or encountered during site grading operations, it is extremely difficult to predict if or where perched or true groundwater conditions may appear in the future. When site fill or formational soils are fine-grained and of low permeability, water problems may not become apparent for extended periods of time. Water conditions, where suspected or encountered during construction, should be evaluated and remedied by the project civil and geotechnical consultants. The project developer and property owner, however, must realize that post-construction appearances of groundwater may have to be dealt with on a site-specific basis. Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 4 VI. SEISMIC CONSIDERATIONS The San Diego area, as most of California, is located in a seismically active region. The San Diego area has been referred to as the eastern edge of the Southern California Continental Borderland, an extension of the Peninsular Ranges Geomorphic Province. The borderland is part of a broad tectonic boundary between the North American and Pacific Plates. The plate boundary is dominated by a complex system of active major strike-slip (right lateral), northwest trending faults extending from the San Andreas fault, about 70 miles east, to the San Clemente fault, about 50 miles west ofthe San Diego metropolitan area. Based on our review of some available published information, there are no faults known to pass through the site. The prominent fault zones generally considered having the most potential for earthquake damage in the vicinity of the site are the active Rose Canyon and Coronado Bank fault zones mapped approximately 5 and 21 miles west of the site, respectively, and the active Elsinore and San Jacinto fault zones mapped approximately 25 and 47 miles northeast of the site, respectively. Although research on earthquake prediction has greatly increased in recent years, geologists and seismologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed residence may be subject to the effects of at least one moderate to major earthquake during its design life. During such an earthquake, the danger from fault offset through the site is remote, but relatively strong ground shaking is likely to occur. Proposed Lewis Residence Carlsbad, California Job No. 13-10248 Page 5 VII. LABORATORY TESTS AND SOIL INFORMATION Laboratory tests were performed on disturbed soil samples in order to evaluate their index, strength, expansion, and compressibility properties. The following tests were conducted on the sampled soils and the results are presented on the hand pit logs: 1. Laboratory Compaction Characteristics (ASTM D1557-09) 2. Determination of Percentage of Particles Passing #200 Sieve (ASTM Dl140-06) 3. Density measurements (ASTM method D2937) Laboratory compaction tests establish the laboratory maximum dry density and optimum moisture content of the tested soils. This test was used to aid in evaluating the existing topsoils at the site with regard to their reuse as compacted structural fill. The particle size smaller than a No. 200 sieve analysis tests aid in classifying the soils in accordance with the Unified Soil Classification System and provide qualitative information related to engineering characteristics such as expansion potential, permeability, and shear strength. Density measurements were performed by ASTM method D2937 on soils collected by the Drive Cylinder Method performed with a sampler driven with a manual hammer. This helps to establish the in situ density of retrieved samples. Proposed Lewis Residence Job No. 13-10248 •Carlsbad, California Page 6 Based on the laboratory test results and our past experience with similar materials, it is our opinion that the existing topsoils and formational materials encountered have a low potential for expansion. VIII. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, it is our opinion that the site is suitable for construction of the proposed residence provided the conclusions and recommendations presented in this report are incorporated into their design and construction. The primary feature of concern at the site is the presence of potentially compressible, loose to medium dense, existing topsoils/weathered formational soils extending to a depths of 2.5 to 2.7 feet. In order to preclude the possibility of the proposed residence and other improvements being subject to excessive total and differential settlements resulting from compression of the loose existing topsoils/weathered formational soils, we recommend that all these materials as well as any existing fill and disturbed materials resulting from demolition and clearing of the site, that are not removed by the planned excavations, be removed and recompacted. Detailed earthwork and foundation recommendations are presented in the following paragraphs. The opinions, conclusions, and recommendations presented in this report are contingent upon Geotechnical Exploration, Inc. being retained to review the final plans and specifications as they are developed and to observe the site earthwork and installation of foundations. Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 7 A. Site Preparation and EarthworIc 1. Clearing and Stripping: The site should be cleared of the existing structure (including footings and utility lines to be abandoned), other improvements to be abandoned and any miscellaneous debris that may be present at the time of construction. After clearing, the ground surface should be stripped of surface vegetation as well as associated root systems. Holes resulting from the removal of buried obstructions that extend below the proposed finished site grades should be cleared and backfilled with suitable material compacted to the requirements given under Recommendation No. 5, "Compaction." The cleared and stripped materials should be properly disposed of off-site. 2. Treatment of Existing Topsoils/Weathered Formational and Fill Soils: In order to provide suitable foundation support for the proposed residence and other improvements (such as exterior flatwork and pavements), we recommend that all topsoils/weathered formational soils, as well as any existing fill and disturbed materials resulting from demolition and clearing of the site, that are not removed by the planned excavations, be removed down to undisturbed formational materials. The areal extent and depth required to remove these materials should be determined by our representatives during the site preparation work based on their examination of the soils being exposed. Any unsuitable materials (such as oversize rubble and/or organic matter) shouid be selectively removed as directed by our representative and disposed of off-site. 3. Subgrade Preparation: After the site has been cleared, stripped, and the required excavations made, the exposed subgrade soils in those areas to receive fill or building improvements (including any exterior flatwork or Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 8 pavement areas) should be scarified to a depth of 6 inches, moisture conditioned, and compacted to the requirements of Recommendation No. 5, "Compaction." 4. Materials for Fill: All on-site soils with an organic content of less than 3 percent by volume are in general suitable for reuse as fill. Fill material shouid not, however, contain rocks or lumps over 6 inches in greatest dimension and not more than 15 percent larger than 2y2 inches. No more than 25 percent of the fill should be larger than y4-inch. In addition to the preceding size requirements, any required imported fill material should be a granular soil with an Expansion Index of 30 or less as determined by ASTM D4829. 5. Compaction: All structural fill and backfill should be compacted to a minimum degree of compaction of 90 percent at or above the optimum moisture content based upon ASTM D1557-09. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill shouid be brought to a water content that will permit proper compaction by either (1) aerating the fill if it is too wet, or (2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. 6. Permanent Slopes: We recommend that any required permanent cut or fill slopes be constructed to an inclination no steeper than 2 to 1 (horizontal to vertical). The project plans and specifications should contain all necessary design features and construction requirements to prevent erosion of the on- site soils both during and after construction. Slopes and other exposed Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 9 ground surfaces should be appropriately planted with a protective ground cover. 7. Trench Backfill: All pipeline trenches should be backfilled with compacted fill. Backfill material should be placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 90 percent by mechanical means. Our experience has shown that even shallow, narrow trenches, such as for irrigation and electrical lines, which are not properly compacted, can result in problems, particularly with respect to shallow groundwater accumulation and migration. 8. Drainage: Positive surface gradients should be provided adjacent to the residence, and roof gutters and downspouts should be installed to direct water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed, especially adjacent to the residence. B. Foundations 9. Footings: We recommend that the proposed residence be supported on conventional, individual-spread and/or continuous footing foundations bearing on well compacted fill soil and/or undisturbed formational material. All footings should be founded at least 18 inches below the lowest adjacent finished grade. Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 10 At the recommended depth, footings may be designed for allowable bearing pressures of 2,500 pounds per square foot (psf) for combined dead and live loads and 3,300 psf for all loads, including wind or seismic. The footings should, however, have a minimum width of 12 inches. 10. General Criteria For All Footings: Footings located adjacent to the tops of slopes or on sloping natural ground should be extended sufficiently deep so as to provide at least 10 feet of horizontal cover or V/2 times the width of the footing, whichever is greater, between the slope face and outside edge of the footing at the footing bearing level. Footings located adjacent to utility trenches should have their bearing surfaces situated below an imaginary 1.5 to 1.0 plane projected upward from the bottom edge of the adjacent utility trench. All continuous footings should contain top and bottom reinforcement to provide structural continuity and to permit spanning of local irregularities. We recommend that a minimum of two No. 5 top and two No. 5 bottom reinforcing bars be provided in the footings. A minimum clearance of 3 inches should be maintained between steel reinforcement and the bottom or sides of the footing. In order for us to offer an opinion as to whether the footings are founded on soils of sufficient load bearing capacity, it is essential that our representative inspect the footing excavations prior to the placement of reinforcing steel or concrete. NOTE: The project Civil/Structural Engineer should review afl reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum reinforcement to reduce the potential for cracfdng and separations. Proposed Lewis Residence Carlsbad, California Job No. 13-10248 Page 11 11. Seismic Design Criteria: Site-specific seismic design criteria for the proposed residence are presented in the following table In accordance with Section 1613 of the 2010 CBC, which incorporates by reference ASCE 7 for seismic design. We have determined the mapped spectral acceleration values for the site, based on a latitude of 33.1526 degrees and longitude of -117.3480 degrees, utilizing a program titled "Seismic Hazard Curves, Response Parameters and Design Parameters-vS.l.O," provided by the USGS, which provides a solution for ASCE 7 (Section 1613 of the 2010 CBC) utilizing digitized files for the Spectral Acceleration maps. In addition, we have assigned a Site Soil Classification of D, TABLE I Mapped Spectral Acceleration Values and Desian Parameters Ss Sl Fa Fv Sms Smi Sds Sdi 1.338 0.502 1.0 1.5 1.338 0.753 0.892 0.502 12. Lateral Loads: Lateral load resistance for the residence supported on footing foundations may be developed in friction between the foundation bottoms and the supporting subgrade. An allowable friction coefficient of 0.35 Is considered applicable. An additional allowable passive resistance equal to an equivalent fluid weight of 250 pounds per cubic foot acting against the foundations may be used in design provided the footings are poured neat against the adjacent undisturbed formational materials and/or compacted fill materials. These lateral resistance values assume a level surface in front of the footing for a minimum distance of three times the embedment depth of the footing and any shear keys. Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 12 13. Retaining Walls: Retaining walls must be designed to resist lateral earth pressures and any additional lateral pressures caused by surcharge loads on the adjoining retained surface. We recommend that unrestrained (cantilever) walls with level backfill be designed for an equivalent fluid pressure of 35 pounds per cubic foot (pcf). We recommend that restrained walls (i.e., basement walls or any walls with angle points that restrain them from rotation) with level backflll be designed for an equivalent fluid pressure of 35 pcf plus an additional uniform lateral pressure of 5H pounds per square foot, where H is equal to the height of backfill above the top of the wall footing in feet. Wherever walls will be subjected to surcharge loads, they should also be designed for an additional uniform lateral pressure equal to one-third the anticipated surcharge pressure in the case of unrestrained walls and one-half the anticipated surcharge pressure in the case of restrained walls. For seismic design of unrestrained walls, we recommend that the seismic pressure increment be taken as a fluid pressure distribution utilizing an equivalent fluid weight of 14 pcf. For restrained walls we recommend that the seismic pressure increment be taken as a fluid pressure distribution utilizing an equivalent fluid weight of 21 pcf added to the active static fluid pressure utilizing an equivalent fluid weight of 35 pcf. The preceding design pressures assume that the walls are backfilled with low expansion potential materials (Expansion Index less than 50) and that there is sufficient drainage behind the walls to prevent the build-up of hydrostatic pressures from surface water infiltration. We recommend that drainage be provided by a composite drainage material such as Miradrain 6000/6200 and QuickDrain or equivalent. No gravel or perforated pipe is used with the Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 13 Miradrain/QuickDrain system. The drainage material should terminate 12 inches below the finish surface where the surface is covered by slabs or 18 inches below the finish surface in landscape areas. Retaining walls should be supported on footing foundations designed in accordance with the recommendations presented in Items 9, 10 and 12. Backfill placed behind the walls shouid be compacted to a minimum degree of compaction of 90 percent (based on ASTM D1557-09) using light compaction equipment. If heavy equipment is used, the walls should be appropriately temporarily braced. 14. Settlement: Settlements under building loads are expected to be within tolerable limits for the proposed residence. For footings designed in accordance with the recommendations presented in the preceding paragraphs, we anticipate that total settlements should not exceed 1 inch and that post-construction differential settlements should be less than V2- inch in 25 feet. C. Concrete Slab On-grade Criteria 15. Minimum Floor Sfab Reinforcement: Based on our experience, we have found that, for various reasons, floor slabs occasionally crack, causing brittle surfaces such as ceramic tiles to become damaged. Therefore, we recommend that all slabs-on-grade contain at least a minimum amount of reinforcing steel to reduce the separation of cracks, should they occur. Proposed Lewis Residence Job No. 13-10248 •Carlsbad, California Page 14 15.1 Interior floor slabs should be a minimum of 5 inches actual thickness and be reinforced with No. 4 bars on 24-inch centers, both ways, placed at midheight in the slab. Slab subgrade soil should be verified by a Geotechnical Exploration, Inc. representative to have the proper moisture content within 48 hours prior to placement of the vapor barrier and pouring of concrete. 15.2 Following placement of any concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish floor materials. 16. Concrete Isolation Joints: We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. We recommend that concrete shrinkage joints be spaced no farther than approximately 20 feet apart, and also at re-entrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can be expected. 17. Slab Moisture Emission: Although it is not the responsibility of geotechnical engineering firms to provide moisture protection recommendations, as a service to our clients we provide the following discussion and suggested minimum protection criteria. Actual recommendations should be provided by the architect and waterproofing consultants. Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 15 Soil moisture vapor can result in damage to moisture-sensitive floors, some floor sealers, or sensitive equipment in direct contact with the floor, in addition to mold and staining on slabs, walls and carpets. The common practice in Southern California has been to place vapor retarders made of PVC, or of polyethylene. PVC retarders are made in thickness ranging from 10- to 60-mil. Polyethylene retarders, called visqueen, range from 5- to 10-mil in thickness. These products are no longer considered adequate for moisture protection and can actually deteriorate over time. Specialty vapor retarding and barrier products possess higher tensile strength and are more specifically designed for and intended to retard moisture transmission into and through concrete slabs. The use of such products is highly recommended for reduction of floor slab moisture emission. The following American Society for Testing and Materials (ASTM) and American Concrete Institute (ACI) sections address the issue of moisture transmission into and through concrete slabs: ASTM E1745-97 (2009) Standard Specification for Plastic Water Vapor Retarders Used in Contact Concrete Slabs; ASTM E154-88 (2005) Standard Test Methods for Water Vapor Retarders Used in Contact with Earth; ASTM E96-95 Standard Test Methods for Water Vapor Transmission of Materials; ASTM E1643-98 (2009) Standard Practice for Installation of Water Vapor Retarders Used in Contact Under Concrete Slabs; and ACI 302.2R-06 Guide for Concrete Slabs that Receive Moisture-Sensitive Flooring Materials. Proposed Lewis Residence Job No. 13-10248 Carlsbad, California Page 16 Based on the above, we recommend that the vapor barrier consist of a minimum 15-mil extruded polyolefin plastic (no recycled content or woven materials permitted). Permeance as tested before and after mandatory conditioning (ASTM E1745 Section 7.1 and sub-paragraphs 7.1.1-7.1.5) should be less than 0.01 perms (grains/square foot/hour inHg) and comply with the ASTM E1745 Class A requirements. Installation of vapor barriers should be in accordance with ASTM E1643. The basis of design is Stego wrap vapor barrier 15-mil. 17.1 Common to all acceptable products, vapor retarder/barrier joints must be lapped and sealed with mastic or the manufacturer's recommended tape or sealing products. In actual practice, stakes are often driven through the retarder material, equipment is dragged or rolled across the retarder, overlapping or jointing is not properly implemented, etc. Ail these construction deficiencies reduce the retarder's effectiveness. In no case should retarder/barrier products be punctured or gaps be allowed to form prior to or during concrete placement. 17.2 Vapor retarders/barriers do not provide full waterproofing for structures constructed below free water surfaces. They are intended to help reduce or prevent vapor transmission and/or capillary migration through the soil and through the concrete slabs. Waterproofing systems must be designed and properly constructed if full waterproofing is desired. The owner and project designers should be consulted to determine the specific level of protection required. Proposed Lewis Residence Job No. 13-10248 ICarlsbad, California Page 17 18. Exterior Sfab Reinforcement: As a minimum for protection of on-site improvements, we recommend that all exterior pedestrian concrete slabs be 4 inches thick and founded on properly compacted and tested fill, with No. 3 bars at 18-inch centers, both ways, at the center of the slab, and contain adequate isolation and control joints. The performance of on-site improve- ments can be greatly affected by soil base preparation and the quality of construction. It is therefore important that all improvements are properly designed and constructed for the existing soil conditions. The improvements should not be built on ioose soils or fills placed without our observation and testing. For exterior slabs with the minimum shrinkage reinforcement, control joints should be placed at spaces no farther than 15 feet apart or the width of the slab, whichever is less, and also at re-entrant corners. Control joints in exterior slabs should be sealed with elastomeric joint sealant. The sealant should be inspected every 6 months and be properly maintained. 19. Concrete Driveway Sfab: We recommend that the concrete driveway have a minimum thickness of 5 inches and be supported directly on properly prepared on-site subgrade soils compacted to a minimum degree of compaction of 95 percent. The concrete should conform to Section 201 of The Standard Specifications for Public Works Construction, 1994 Edition, for Class 560-C-3250. In order to control shrinkage cracking, we recommend that saw-cut, weakened-plane joints be provided at about 10-foot centers both ways. The pavement slab should be saw-cut no more than 24 hours after the placement of the concrete. The depth of the joint should be one-quarter of the slab Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 18 thickness and its width should not exceed 0.02-feet. Reinforcing steel is not necessary unless it is desired to increase the joint spacing recommended above. D. General Recommendations 20. Project Start Up Notification: In order to minimize any work delays during site development, this firm should be contacted 24 hours prior to any need for observation of footing excavations or field density testing of compacted fill soils. If possible, placement of formwork and steel reinforcement in footing excavations should not occur prior to observing the excavations; in the event that our observations reveal the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom ofthe excavation, etc.). 21. Construction Best Management Practices (BMPs): Sufficient BMPs must be installed to prevent silt, mud or other construction debris from being tracked into the adjacent street(s) or storm water conveyance systems due to construction vehicles or any other construction activity. The contractor is responsible for cleaning any such debris that may be in the street at the end of each work day or after a storm event that causes breach in the installed construction BMPs. All stockpiles of uncompacted soil and/or building materials that are intended to be left unprotected for a period greater than 7 days are to be provided with erosion and sediment controls. Such soil must be protected each day when the probability of rain is 40% or greater. Proposed Lewis Residence Job No. 13-10248 'Carlsbad, California Page 19 A concrete washout should be provided on all projects that propose the construction of any concrete improvements that are to be poured in place. All erosion/sediment control devices should be maintained in working order at all times. All slopes that are created or disturbed by construction activity must be protected against erosion and sediment transport at all times. The storage of all construction materials and equipment must be protected against any potential release of pollutants into the environment. IX. GRADING NOTES Geotechnical Exploration, Inc. recommends that we be retained to verify the actual soil conditions revealed during site grading work and footing excavations to be as anticipated in this "Report of PreUminary Geotechnicaf Investigation" for the project. In addition, the compaction of any fill soils placed during site grading work must be observed and tested by the soil engineer. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. All trench backfill should be properly compacted. Geotechnical Exploration, Inc. will assume no liability for damage occurring due to improperly or uncompacted backfill placed without our observation and testing. X. LIMITATIONS Our conclusions and recommendations have been based on available data obtained from our field investigation and laboratory analysis, as well as our experience with similar soils and formational materials located in this area of San Diego County. Of necessity, we must assume a certain degree of continuity between exploratory borings. It is, therefore, necessary that all observations, conclusions, and recommendations be verified at the time grading operations begin or when footing APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION Coarse-grained (iVIore than half of material is larger than a No. 200 sieve) GRAVELS, CLEAN GRAVELS (More than half of coarse fraction is larger than No. 4 sieve size, but smaller than 3") GRAVELS WITH FINES (Appreciable amount) SANDS, CLEAN SANDS (More than half of coarse fraction is smaller than a No. 4 sieve) SANDS WITH FINES (Appreciable amount) GW Well-graded gravels, gravel and sand mixtures, little or no fines. GP Poorly graded gravels, gravel and sand mixtures, little or no fines. GC Clay gravels, poorly graded gravel-sand-silt mixtures SW Well-graded sand, gravelly sands, little or no fines SP Poorly graded sands, gravelly sands, little or no fines. SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, pooriy graded sand and clay mixtures. Fine-grained (More than half of material is smaller than a No. 200 sieve) SILTS AND CLAYS ML Liquid Limtt Less ttian SO Liquid Limit Greater ttian 50 HIGHLY ORGANIC SOILS Inorganic silts and very fine sands, rock flour, sandy silt and clayey-siit sand mixtures with a slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. PT Peat and other highly organic soils (rev. 6/05) 'EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 2" X 2' X 4' Handpit DATE LOGGED 1-16-13 SURFACE ELEVATION ± 54' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH 1 FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) UJ a: 1^ O Q. tu >_ E 5 O 2 it < UJ o Z o is m o a ib S5i. 1 - 2 - SILTY SAND, fine- to medium-grained, with roots. Loose to medium dense. Damp. Dark brown. TOPSOlU WEATHERED TERRACE DEPOSITS (Qt) SILTY SAND, fine- to medium-grained; moderately cemented. Medium dense. Moist. Red-brown. TERRACE DEPOSITS (Qt) SM Bottom @ 4' 5- f 2 o X PERCHED WATER TABLE LOOSE BAG SAMPLE [H IN-PLACE SAMPLE • MODIFIED CALIFORNIA SAMPLE [s] FIELD DENSITY TEST ^ STANDARD PENETRATION TEST JOB NAME Lewis Residence SITC LOCATION 168 Maple Avenue, Carlsbad, CA JOB NUMBER 13-10248 FIGURE NUdffiER llic REVIEWED BY WDH/JKH Geotechnical Explofation. int. LOG No, HP-3 •EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 2'X2'X4-HandpH DATE LOGGED 1-16-13 SURFACE ELEVATION ± 53' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH Q. UJ O m >• tn FIELD DESCRIPTION AND CLASSIFICATION DESCRIPTION AND REMARKS (Grain size, Density, Moisture, Color) CO o ui ill cn li Q a, of: 7 2^ K. Q O 2 If it X O UJ U 03 O O O" Ul CO 20 51. 2 - SILTY SAND, fine- to medium-grained, with roots. Loose to medium dense. Dry to damp. Light brown. TOPSOlU WEATHERED TERRACE DEPOSITS (Qt) SM SILTY SAND, fine- to medium-grained; moderately well cemented. Medium dense to dense. Dry to damp. Red-brown. TERRACE DEPOSITS (Qt) SM Bottom @ 4" UJ o a. o oj i PERCHED WATER TABLE ^ LOOSE BAG SAMPLE dj IN-PLACE SAMPLE • MODIFIED CALIFORNIA SAMPLE {s} FIELD DENSITY TEST ^ STANDARD PENETRATION TEST JOB NAME Lewis Residence SITE LOCATION 168 Maple Avenue, Carlsbad, CA JOB NUMBER 13-10248 FIGURE NUMBER lllb REVIEWED BY WDH/JKH Geotechnical Exploration, Inc. LOG No. HP-2 EQUIPMENT Hand Tools DIMENSION & TYPE OF EXCAVATION 2' X 2' X 4' Handpit DATE LOGGED ^ 1-16-13 SURFACE ELEVATION ± 54' Mean Sea Level GROUNDWATER/ SEEPAGE DEPTH Not Encountered LOGGED BY JKH DEPTH (feet) FIELD DESCRIPTION AND CLASSIFICATION IN-PLACE MOISTURE {%) So OPTIMUM MOISTURE (%) VI DRY (pcf) DENSITY (%ofM.D.D.) + '. d d _ DEPTH (feet) SYMBOL SAMPLE DESCRIPTION AND REMARKS (Grain size. Density, Moisture, Color) U.S.C.S. IN-PLACE MOISTURE {%) So OPTIMUM MOISTURE (%) is DENSITY (%ofM.D.D.) EXPAN. CONSOL BLOW COUNTS SAMPLE (INCHES; - SILTY SAND, fine- to medium-grained, with abundant roots. Loose to medium dense. Damp. Dark brown. SM 1 - TOPSOlU WEATHERED TERRACE DEPOSITS (Qt) -~ 17% passing #200 sieve. 7.5 125.5 2- — 3.0 104.1 3- SILTY SAND, fine- to medium-grained; moderately well cemented. Medium dense. Dry to damp. Red-brown. SM -TERRACE DEPOSITS (Qt) A 4 - Bottom @ 4' 5- I PERCHED WATER TABLE ^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • MODIFIED CALIFORNIA SAMPLE [U FIELD DENSITY TEST ^ ^ STANDARD PENETRATION TEST JOB NAME Lews Residence I PERCHED WATER TABLE ^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • MODIFIED CALIFORNIA SAMPLE [U FIELD DENSITY TEST ^ ^ STANDARD PENETRATION TEST SITE LOCATION 168 Maple Avenue, Carlsbad, CA I PERCHED WATER TABLE ^ LOOSE BAG SAMPLE [T] IN-PLACE SAMPLE • MODIFIED CALIFORNIA SAMPLE [U FIELD DENSITY TEST ^ ^ STANDARD PENETRATION TEST JOB NUMBER 13-10248 FIGURE NUkiffiER Ilia REVIEWED BY ^^^^^^^ Gcatedmleal Exploratloit, kK. LOG No, HP-1 J «• -l/jy',V-y'-If-' T "' I K)l H .8 • HP-2 —- • A I .' V V DRAWIKC RKVISIOKS DCSCPPTOIJ 13-10248-p.AI VICINITY MAP (F/tAZE£ UfACH) The Thonnas Guide San Diego County pg 1106-E6 Lewis Residence 168 Maple Street Carlsbad, CA. Figure No. I Job No. 13-10248 Proposed Lewis Residence Carlsbad, California Job No. 13-10248 Page 21 The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report and the changes are made without our observations, testing, and approval. Once again, should any questions arise concerning this report, please feel free to contact the undersigned. Reference to our Job No. 13-10248 will expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. Wm. D. Hespefgr, G.E. 396 Senior Geotechnical Engineer JayM<. Heiser Senior Project Geologist PERFORMANCE CERTIFICATE: Residential (Parti Of5) CF-IR Project Name Lewis Residence Building Type Cl Single Family • Addition Alone • Multi Family • Existing-*- Addition/Alteration Oate 9/4/2013 Project Address 168 Maple Avenue Carlsbad Califomia Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 2,488 Addition n/a # of Stories 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes E3 No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {fi^ Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-19 1,435 New Wall Wood Framed R-19 2,420 New Roof Wood Framed Attic R-30 1,157 New Roof Wood Framed Rafter R-30 270 New FENESTRATION u-Exterior V Orientation Area(/^ Factor SHGC Overhang Sidefins Siiades Status 1 Frorjt(S) 175.5 0.380 0.36 none none Bug Screen New i Right (E) 114.0 0,380 0.36 none none Bug Screen New Rear(N) 37.9 0.380 0.36 none none Bug Screen New £ Len(W) 174.2 0,380 0.36 none none Bug Screen New ^ Skylight 8.0 0.500 0.26 none none None New Left (NW) 29.4 0.380 0.36 none none Bug Screen New Front (SW) 29.4 0.380 0.36 none none Bug Screen New 3 HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type 1 Instant Gas Gallons Min. Eff Dislribution ^ REQgjyEC^tatu) ^ipe Imulatit 0.82 EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-O9-MTfaM:1. PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-IR Project Name Lewis Residence Building Type B Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date 9/4/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04T10:42:15 ID: Paae2 of 10 PERFORMANCE CERTIFICATE: Residential (Part 3 Of 5) CF-IR Project Name Lewis Residence Building Type Q Single Family • Multi Family • Addition Alone • Existing-)- Addition/Alteration Date 9/4/2013 ANNUAL ENERGY USE SUMMARY standard Proposed Margin "•"^^ (kBtu/ft^-yr) Space Heating 8.49 6.83 1.67 Space Cooling 8.81 10.88 -2.07 Fans 4.27 4.66 -0.39 Domestic Hot Water 15.34 11.74 3.60 Pumps 0.00 0.00 0.00 Totals 36.91 34.10 2.80 Percent Better Than Standard: 7.6% BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Available at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: (S) 180 deg 1.00 Natural Gas 1,435 0 8.7 0.38 0.36 Ext. Walls/Roof (W) (N) (E) Roof Wall Area 582 1,043 456 899 1,435 TOTAL: Fenestration/CFA Ratio: Fenestration Area 205 204 38 114 8 568 22.8% REMARKS THE INSTALUNG CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT, DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint #60) STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Titie 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 Gallant Energy Consulting Address ^ Mission Ave Ste 201 ^ame '^^'''^ Gallant, CEPE City/State/Zip Escondido, CA 92025 9/4/2013 Phone 760-743-5408 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 Martin Architecture Address 2333 Sfafe Sf #100 Name City/State/Zip Carlbad, CA 92008 Phone 760-729-3470 Signed License # Date EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-(a-04T10:42:15 ID: Page 3 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-IR Project Name Lewis Residence Building Type SI Single Family • Multi Family • Addition Alone • Existing-h Addition/Alteration Date 9/4/2013 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 1,435 0.037 R-19 0 180 New 4.4.1-A4 Isf Wall 147 0.074 R-19 180 90 New 4.3.1-A5 Isf Wall 464 0.074 R-19 90 90 New 4.3.1-A5 Isf Wall 178 0.074 R-19 0 90 New 4.3.1-A5 Isf Wall 410 0.074 R-19 270 90 New 4.3.1-A5 Isf Roof 374 0.031 R-30 0 18 New 4.2.1-A20 Isf Wall 72 0.074 R-19 315 90 New 4.3.1-A5 Isf Wall 188 0.074 R-19 180 90 New 4.3.1-A5 2nd Wall 322 0.074 R-19 90 90 New 4.3.1-A5 2nd Wall 240 0.074 R-19 0 90 New 4.3.1-A5 2nd Wall 315 0.074 R-19 270 90 New 4.3.1-A5 2nd Wall 43 0.074 R-19 315 90 New 4.3.1-A5 2nd Wall 43 0.074 R-19 225 90 New 4.3.1-AS 2nd Roof 783 0.031 R-30 180 18 New 4.2.1-A20 2nd Roof 270 0.036 R-30 180 18 New 4.2.2-A16 2nd FENEST RATIO NSUR FACE OETAIU 5 ID Type Area U-Factor^ Azm Status Glazing Type Location/Comments 1 Window 72.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 Isf 2 Window 24.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 Isf 3 Window 27.5 0,380 NFRC 0.36 NFRC 180 New NonMetal LowE2 Isf 4 Window 27.5 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 Isf 5 Window 12.5 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 Isf 6 Window 27.5 0.380 NFRC 036 NFRC 90 New NonMetal LowE2 Isf 7 Window 27.5 0.380 NFRC 0.36 NFRC 0 New NonMetal LowE2 Isf 8 Window 10.4 0.380 NFRC 0.36 NFRC 0 New NonMetal LowE2 Isf 9 Window 40.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 Isf 10 Window 40.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 Isf 11 Window 10.4 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 Isf 12 Window 10.4 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 Isf 13 Window 20.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 Isf 14 Skylight 8.0 0.500 NFRC 0,26 NFRC 0 New VELUXSKY Isf 15 Window 40.0 0.380 NFRC 0,36 NFRC 180 New NonMetal LowE2 2ncf 16 Window 6.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 2ncf (1) U-Factor Type: (2) SHGC Type: 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC = Labeled Value NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0,76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 None 1.00 15 Bug Screen 0.76 16 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04T10:42:15 ID: Page 4 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 Of 5) CF-1R Project Name Lewis Residence Building Type EZI Single Family • Addition Alone • Multi Family • Existing-t- Addition/Alteration Date 9/4/20^3 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SUR FACE DETAILS ID Type Area U-Factor' SHGC^ Azm Status Glazing Type Location/Comments 17 Window 6,0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 2nd 18 Window 8,0 O380 NFRC 0.36 NFRC 90 New NonMetal LowE2 2nd 19 Window 8.0 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 2nd 20 Window 8.0 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 2nd 21 Window 22.5 0,380 NFRC 0.36 NFRC 90 New NonMetal LowE2 2nd 22 Window 35.0 0.380 NFRC 036 NFRC 270 New NonMetal LowE2 2nd 23 Window 18.4 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 2nd 24 Window 29.4 0.380 NFRC 0.36 NFRC 315 New NonMetal LowE2 2nd 25 Window 29.4 0.380 NFRC 0.36 NFRC 225 New NonMetal LowE2 2nd (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Right Fin Len 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04T10:42:15 ID: Page 5 of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Lewis Residence Building Type • Single Family • Addition Atone • Multi Family • Existing* Addition/Alteration Date 9/4/2013 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 HVAC System Isf 1,43£ 12,915 2nd 1,055 8,740 Totals 2,486 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 • New • • • • WATER HEATING SYSI EMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (9al) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Rinnai R94LS 1 Instant Gas No Pipe Insulation 199,000 0 0.82 n/a n/a New MULTI-FAMILY WAI rERH EATING DETAI LS HYDR IONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Oty. HP Plenum Outside Buried Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04T10:42:1S ID: Page 6 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-IR Project Name Lewis Residence Date 9/4/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(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 El 677-95(2000) when specified on the CF-1R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 pernri/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pitot 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). §150(j)1 A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the intemal insulation R-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(1)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(1)4: Solar water-heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04T10:42:15 ID: Page 7 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Lewis Residence Date 9/4/2013 §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. Buikiing cavities and support platforms may contain ducts. Ducts installed in cavities and support platfonns shall not be compressed to cause reducttons in the cross-secttonal area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with ctoth 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 shieWing 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 Ventilatton and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Buikling 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 pemianent 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 retum lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150(p). Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efftoacies 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 pemianently 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 ft2 0r 100 watts for dwelling units larger than 2,500 ftz may be exempt from the 50% high efftoacy requirement when: all tow efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPm 5.1 by EnergySoft User Number 2675 RunCode: 2013-09-04710:42:15 ID: Page 8 of 10 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Lewis Residence Date 9/4/2013 System Name HVAC System Floor Area 2,488 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 81,000 Total Room Loads 1,123 23,856 1,884 593 23,384 Total Output (Btuh) 81,000 Return Vented Lighting 0 Output (Btuh/sqft) 32.6 Return Air Ducts 658 864 Cooling System Return Fan 0 0 Output per System 58,500 Ventilation 0 0 0 0 0 Total Output (Btuh) 58,500 Supply Fan 0 0 Total Output (Tons) 4.9 Supply Air Ducts 658 864 Total Output (Btuh/sqft) 23.5 Total Output (sqft/Ton) 510,4 TOTAL SYSTEi« LOAD 25,172 1,884 25,112 Air System CFM per System 2,000 HVAC EQUIPIMENT SELECTION Airflow (cfm) 2,000 Rheem RGPN10NBRJR/5TON 43,120 13,784 81,000 Airflow (cfm/sqft) 0.80 Airflow (cfm/Ton) 410,3 Outside Air (%) 0.0 % Total Adjusted System Output 43,120 13,784 81,000 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 Pealc) 34 °F Outside Air Ocfm 68 °F •4 1 Supply Fan Heating Coil 2,000 cfm 105 °F ROOM 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 "F 75 / 62 °F 75 / 61 °F 55 / 54 °F •-a* Outside Air ^ Ocfm 75 / 62 °F < « Supply Fan 2,000 cfm i Cooling Coil 55 / 54 °F 46.4 % ROOM 75 / 62 °F EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04710:42:15 ID: Page 10 of 10 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5) CF-1 R Project Name Lewis Guest House Building Type Si Single Family • Addition Alone • Multi Family • Existing-i- Addition/Alteration Date 9/4/2013 Project Address 168 l^aple Avenue Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 400 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures - If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes El No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity {fl^ Features (see Part 2 of 5) Status Floor Wood Framed w/o Crawl Space R-19 400 New Wall Wood Framed R-19 585 New Roof Wood Framed Attic R-30 400 New FENESTRATION U- Exterior Orientation Area(ft^ Factor SHGC Overhang Sidefins Shades Status Fronf ^S; 77.0 0.380 0.36 none none Bug Screen New Right (E) 28.8 0.380 0.36 none none Bug Screen New Rear(N) 45.7 0.380 0.36 none none Bug Screen New Left(W) 31.4 0.380 0.36 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Instant Gas 0.82 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number: 2875 RunCode: 2013-09-04710:47:19 ID: Page 1 of 6 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-IR Project Name Lewis Guest House Building Type Si Single Family • Addition Alone • Multi Family • Existing-H Addition/Alteration Date 9/4/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justiftoation and documentation, and special verification to be used with the perfonnance approach. The enforcement agency detennines the adequacy of the justification, and may reject a building or design that othenwise complies based on the adequacy of the special justification and documentation submitted. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF-4R form for each of the measures listed below for final to be given. EnergyPro 5,1 by EnergySoft User Number 2875 RunCode: 2013-09-04710:47:19 ID: Page 2 of 6 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-IR Project Name Lewis Guest House Building Type IZ Single Family O Additton Alone • Multi Family • Existing-i- Additton/Alteration Date 9/4/2013 ANNUAL ENERGY USE SUMMARY "'"'^^ (kBtu/ft^-yr) standard Proposed Margin "'"'^^ (kBtu/ft^-yr) Space Heating 11.02 10.00 1.02 Space Cooling 19.49 29.13 -9.64 Fans 8.39 10.92 -2.52 Domestic Hot Water 58.74 32.85 25.90 Pumps 0.00 0.00 0.00 Totals 97.64 82.89 14.76 Percent Better Than Standard: 15.1 % BUILDING COMPLIES - NO HERS VERIFICATION REQUIRED Fenestration Area 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: fS; 180 deg 1.00 Natural Gas 400 0 8.0 0.38 0.36 Ext. Walls/Roof rs; (W) (N) (E) Roof Wall Area 176 208 176 208 400 TOTAL: Fenestration/CFA Ratio: 77 31 46 29 0 183 45.7% REMARKS THE INSTALLING CONTRACTORS ARE RESPONSIBLE FOR THE QUANTITY AND SIZING OF HEATING, COOLING AND DHW EQUIPMENT. DUCT SIZING AND EQUIPMENT SELECTION. (§150(h),CEC Blueprint #60) 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 Gallant Energy Consulting Address ^ Mission Ave Ste 201 City/State/Zip Escondido, CA 92025 Name '^^'^ Gallant, CEPE Phone 760-743-5408 9/4/2013 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 Martin Architecture Address 2333 State St #100 Name City/State/Zip Carlbad, CA 92008 Phone 760-729-3470 Signed License # Date EnergyPro 5.1 by EnergySoft User Number 2875 RunCode: 2013-09-04710:47:19 ID: Page 3 of 6 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-IR Project Name Lewis Guest House Building Type 0 Single Family • Addition Alone • Multi Family • Existing-i- Additton/Alteration Date 9/4/2013 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Floor 400 0.048 R-19 180 New 4.4.2-A4 1st Wall 99 0.074 R-19 180 90 New 4.3.1-AS 1st Wall 179 0.074 R-19 90 90 New 4.3.1-A5 1st Wall 130 0.074 R-19 90 New 4.3.1-A5 1st Wall 177 0.074 R-19 270 90 New 4.3.1-A5 1st Roof 400 0.031 R-30 18 New 4.2.1-A20 1st FENESTRAT ON SURFACE DETAILS ID Type Area U-Factor SHGC^ Azm Status Glazing Type Location/Comments Window 56.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 1st Window 21.0 0.380 NFRC 0.36 NFRC 180 New NonMetal LowE2 1st Window 10.4 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 1st Window 9.2 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 1st Window 9.2 0.380 NFRC 0.36 NFRC 90 New NonMetal LowE2 1st Window 6.0 0.380 NFRC 0.36 NFRC New NonMetal LowE2 1st Window 18.7 0.380 NFRC 0.36 NFRC New NonMetal LowE2 1st Window 21.0 0.380 NFRC 0.36 NFRC New NonMetal LowE2 1st Window 10.4 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 1st 10 Window 21.0 0.380 NFRC 0.36 NFRC 270 New NonMetal LowE2 1st (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Right Fin Len Hgt Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 Bug Screen 0.76 10 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number 2875 RunCode: 2013-09-04710:47:19 ID: Page 4 of 6 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Lewis Guest House Building Type E2 Single Family • Addition Alone • Multi Family • Existing-h Addition/Alteration Date 9/4/2013 BUILDING ZONE INFOR MATION System Name Zone Name Ftoor Area (ft^) Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Isf 40C 3,200 Totals 40C 1 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC Sysfem 1 Central Furnace 80% AFUE Split Air Conditioner 13,0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVAC Sysfem Ducfed Ducted Attic, Ceiling Ins, vented 6.0 • New • • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (flal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Rinnai R94LS 1 Instant Gas No Pipe Insulation 199,000 0 0.82 n/a n/a New MULTI-FAMILY WAI FERH EATING DETAI LS HYDF ONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 5.1 by EnergySoft User Number 2875 RunCode: 2013-09-04710:47:19 ID: Page 5 of 6 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Lewis Guest House Date 9/4/2013 System Name HVAC System Floor Area 400 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOUNG PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 41,000 Total Room Loads 354 7,472 540 144 5,696 Total Output (Btuh) 41,000 Return Vented Lighting 0 Output (Btuii/sqft) 102.5 Return Air Ducts 274 280 Cooling System Return Fan 0 0 Output per System 18,000 Ventilation 0 0 0 0 0 Total Output (Btuh) 18,000 Supply Fan 0 0 Total Output (Tons) 1.5 Supply Air Ducts 274 280 Total Output (Btuh/sqft) 45.0 Total Output (sqft/Ton) 266.7 TOTAL SYSTEM LOAD 8,021 540 6,255 Air System CFM per System 600 HVAC EQUIPMENT SELECTION Airflow (cfm) 600 Rheem RGPN05NAUER/1.5T 14,477 3,037 41,000 Airflow (cfm/sqft) 1.50 Airflow (cfm/Ton) 400.0 Outside Air (%) 0.0 % Total Adjusted System Output 14,477 3,037 41,000 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 68 °F 68 °F 105 °F Outside Air Ocfm 68 °F •4 1 Supply Fan Heating Coil 600 cfm 105 °F ROOM 68 °F COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Cooling Peak) 83 / 68 °F 75 / 62 °F 75 / 61 °F 55 / 54 °F Outside Air ^ Ocfm 75 / 62 °F < »• Supply Fan 600 cfm 1 Cooling Coil 55 / 54 °F 46,3 % ROOM 75/61 "F EnergyPro 5.1 by EnergySoft User Number 2875 RunCode: 2013-09-04710:47:19 ID: Page 6 of 6 Gregory D. Caso Plumbings Inc. dba APEX PLUMBING 361 Engel Street, Escondido, CA 92029 Phone 760-839-0428, FAX 760-839-0438 E-MAIL: sue@apexplumbing.biz Ucense #741804 DATE:_JOlZ/l/2 TO: /^^ tUfU.\J SUBJECT: /^aoLs. Gas Demand/Load Calculations Fixture Quantity BTU/H Total / ~ Barbecue (ir^^/A^ci) @ 50.000 / ~ Clothes Dryer @ 35,000 / ~ Cook top @ 40,000 ( ~ Log Lighters @ 25,000 -FAU @ 110,000 ~ Pool @ 400,000 - ~ Water heater(s) @ 65,000 = - Radiant heater(s) @ 25.000 = ~ Tankless Water heater(s) @ 200,000 = 4^Ci«» &< ~ Tici Torch(es) @ 25.000 = - Fire bowl(s) @ 30,000 ~ Fire pit(s) @ 25,000 = ~Gas lanterns @ 2,000 = 0 CTc/ud 3 Total BTU Demand: V VJ -i I D -I t i •J ^ Development Services ELECTRICAL, Building Division r.Tv MECHANICAL 1635 Faraday Avenue WORKSHEET 76O6022719 B-18 ^^y^J^LSBy^D — www.carlsbadca.gov Project Address: /(^^ H^C^ PermitNo.: Informatkm provkled betow refers to wort? being done on the above mentkMied permit only. Tiiis form must be completed qnd returned to the Buildinq Division before the permit ian be issued. Building Dept. Fox: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains New building sewer line? —. . . Ves No Number of new roof drains? O Install/alter water line? |^ Number of new water hecrters?. . . / Number of new, relocated or replaced gas outlets? ^ Number of new hose bibs? .... . . ...... / Residential Pennits: New/expanded service: Number of new amps: -^22 Minor Remodel onty: Ves No Commerdai/industriai: Tenant Improvement: Number of existing amps invoivedin Ms project: Number of new amps invoivedin tfiis pro/ect: NA New Construction: Amps per Panel: Single Phase Number of new amperes A^4 Three Phase Number of new amperes Three Phase 480 Number of new amperes Number of new fumaces, A/C, or heat pumps? I New or relocated duct worh? Ves___P^_ No Number of new fireplaces? 0 Number of new exhaust fans? / Relocate/install vent? A/4 Number of new exhaust hoods? NA Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev, 03/09 ^ PLUMBING, Development Services >J ELECTRICAL, Building Division ^ CITY OF MECHANICAL leas Faraday Avenue CARLSBAD WORKSHEET 760-602-2719 B-18 www.carlsbadca.gov Project Address: 1^6 k^LB PermitNo.: Information provided betow refers to wort; being done on tfie cdx>ve merrttoned permft only. This form must be completed qnd returned to the Buildinq Division before the permit eqn be issued. Building Dept. Fox: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains J7 New building sewer line? Ves X No Number of new roof drains? O Install/alter water line? jf}^ Number of new water heaters?....... .......... .................. ........—............. ......... / Number of new, relocated or replaced gas outlets? ^ Number of new hose bibs? 3 Resictentlal Pemiits: New/expanded service: Number of new amps: Minor Remodel onl^n Ves No G>mnierciai/lnclustriai: Tenant Improvement: Number of existing amps invoivedin this project: Number of new amps invoivedin this project: AA New Construction: Amps per Panel: Single Phase Number of new amperes ///4 Three Phase Number of new amperes Three Phase 480 Number of new amperes AH Number of new fumaces, A/C, or heat pumps? New or relocated duct worh? Ves ^ No. Number of new fireplaces? . .. . . . ., Number of new exhaust fans? . Relocate/install vent? . Number of new exhaust hoods? I Number of new boilers or compressors? Number of HP O B-18 Page 1 of 1 Rev, 03/09 ^ CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This fomi must be completed by the City, the applicant, and the appropriate school districts and retumed to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Permit Plan Check Number: Project Address: A.P.N Project Applicant (Owner Name): Project Description: Building Type Residential: LEWIS RESIDENCE CB132216 166 MAPLE AV 204-234-05-00 BARBARA LEWIS SECOND DWELLING UNIT NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 400 Square Feet of Living Area in SDU Residential Additions: Net Square Feet New Area Commercial/lndustrial: Net Square Feet New Area ApplSartlnfo^ation.. (j^ZUAO^ ^V^U^ Date 10/01/2013 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified Schooi District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) Q San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 684 Requeza Dr. Encinitas, CA 92024 (760-753-6491 x 5514) Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the infonnation provided above is conect and tme to the best of the Owner's l<nowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be inconect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf ofthe Owner. Signature: 9^ Date: [oj^l iS B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) *************************************************************** THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building pennits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE 6225 EL CAMINO REAL CARLSBAD, CA 92009 PHONE NUMBER T^C'. Cdti) B-34 Page 2 of 2 Rev, 03/09 ^ CITY CARLSBAD O F CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This fomn must be completed by the City, the applicant, and the appropriate school districts and retumed to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name Building Pemiit Plan Check Number Project Address: A. P.N Project Applicant (Owner Name): Project Description: Building Type Residential: LEWIS RESIDENCE CB132214 Igg MAPLE AV 204-234-05-00 BARBARA LEWIS SINGLE FAMILY DWELLING NEW DWELLING UNIT(S) 2,488 Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Residential Additions: Commercial/lndustrial: Square Feet of Living Area in SDU Net Square Feet New Area Net Square Feet New Area City Certification of ,^JJL . . Applicant Infomiation, (.yXXXAM^^Jt^^^Jj^ Date 10/01/2013 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carisbad Unified School District 6225 El Camino Real Carlsbad CA 92009 (760-331-5000) Q Vista Unified School District 1234 Arcadia Drive Vista CA 92083 (760-726-2170) r~1 San Marcos Unified School District 255 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) 1 1 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 (760-944-4300x1166) 1 1 San Dieguito Union High School District-By Appointment Only 684 Requeza Dr, Encinitas, CA 92024 (760-753-6491 x 5514) Certification of Applicant/Owners. The person executing this declaration ("Owners certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is fbund to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Signature: Date: \0 ki 18 B-34 Page 1 of 2 Rev. 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) ******** *4r********«*****4^*4r*********-Ar*ilr*4 THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid ail amounts or completed other applicable school mitigation determined by the School District. The City may issue building pennits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL TITLE ^M>.Z^^\^s2^^^^lt.^^ CAnLsBAD UNiriCD GCIIOOL DIGTniCT NAME OF SCHOOL DISTRICT ^225 EL CAMINO REAL CARLSBAD. CA 92009 DATE PHONE NUMBER /V'///g B-34 Page 2 of 2 Rev.03/09 City pf Carlsbad Permit No: Address ^yVALUATiON WORKSHEET Assessor Parcel No. Date Building Division By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,888 $110,17 $318,170^ Residential Additions $131.73 Remodels / Lofts $57.48 ^0.00 Apartments & Multi-family $98.20 X $0.00 Garages/Sunrooms/Solariums 515 $28.74 X $14,801.10 Patio/Porch/Carport 310 $9.58 / $2,969.80 Enclosed Patio $15.51 /' $0.00 Decks/Balconies/Stairs 130 $15.57/ $2,024.10 Retaining Walls, concrete,masonry $0.00 Pools/Spas-Gunite ,$'40.72 $0.00 Tl/Stores, Offices ./ $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 ./ $0.00 $0.00 / $0.00 $0.00 $0.00 $0.00 / $0.00 $0.00 Fire Sprinkler System / 3,403 $3.11 $10,583.33 Air Conditioning - commercial / $5.03 $0.00 Air Conditioning - residential / 2,888 $4.19 $12,100.72 Fireplace/ concrete, mason;^ ^ \ $3,855.98 $7,711.96 Fireplace/ prefabricated^etal / $2,621.34 $0.00 / $0.00 / $0.00 TOTAL $368,361.97 Valuation: Comm/Res (C/R): Building Fee Plan Check Fee. Strong Motion Fe€ Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD Isthourof Plan CheckFire Expedite Plumbing Mechanical Electrical $368,362 C $1,225.07^ $12.00 $150.00 $12,892.67 $6,704.19 TBD TBD TBD CFD 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Deiikity: Improve. Area Fiscal Year: Annex. Year Factor: CREDITS PFF and/or CFD Explanation: City of Carlsbad Perm of Carlsbad , ^ ^ VALUATION WORI ltNo:6G)l^^^M 5f>-t> Address Assessor Parcel No. Date WORKSHEET Building Division By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 2,488 $110.17 $274,102.96 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport 310 $9.58 $2,969.80 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 130 $15.57 $2,024.10 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 2,488 $3.11 $7,737.68 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 2,488 $4.19 $10,424.72 Fireplace/ concrete, masonry 1 $3,855.98 $3,855.98 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $301,115 Comm/Res (C/R): C Building Fee $1,487.46 Plan Check Fee $1,041.22 Strong Motion Fee $63.00 Green Bldg. Stand. Fee $12.00 Green Bldg PC Fee $150.00 License Tax/PFF $10,539.03 License Tax/PFF (In CFD) $5,480.30 CFD 1st hourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $301,115.24 CFD 0 Yes (PFF= 1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area; Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: City of Carlsbad VALUATION WORKSHEET Permit No: Building Division Address Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes 400 $110.17 $44,068.00 Residential Additions $131.73 $0.00 Remodels / Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 515 $28.74 $14,801.10 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System 915 $3.11 $2,845.65 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential 400 $4.19 $1,676.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $63,391 Comm/Res (C/R): C Building Fee $519.22 Plan Check Fee $363.45 Strong Motion Fee $13.00 Green Bldg. Stand. Fee $1.00 Green Bldg PC Fee $150.00 License Tax/PFF $2,218.68 License Tax/PFF (in CFD) $1,153.71 CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $63,390.75 CFD 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: PC130048 168 MAPLE AV LEWIS RES - DEMO .^98 .SF KFni CB132214 168 MAPLE AV I P\A/I<5 RPS . DFMn MR ,9F .SFD/ , CB132216 166 MAPLE AV I cnAiio ar-o Ar\r\ or- OI-M I Arirwrc: '7(3^(3 pu^ -r^fv^s I0(,t||3 ^^^^ )c/i^/'3 '^^-^^ ^ ^> 'Dj^l/j (mmJt af/'^^ ^0/z9//5- C/nf2Zi: k '^^^ 2. /^'^e. Final Inspection required by: • Plan SW • CIVI&I ^y^r > QlSSUED •cv. Approved Date BUILDING PLANNING ENGINEERING FIRE Expedite? Y N By AFS Checked by: HazMat APCD Health Forms/Fees Sent Reed Due? By Encina Fire HazHealthAPCD PE&M School Sewer stormwater fo/-ii//-i. Special Inspection CFD: Y |N) LandUse: Density: ImpArea: FY: {Jr^'L: \ Y N Annex: Factor: PFF: N Comments Date Date Date Date Building Planning Engineering Fire 13 11 io|^| 13 10(1^/0 Need? < a Done • Done • Done • Done