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Home My WebLink About1910 MAGNOLIA AVE; ; PC120039; Permit06-10-2016 Job Address: Permit Type: Parcel No: Valuation: Reference #: Project Title: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Permit No: PC120039 Building Inspection Request Line (760) 602-2725 1910 MAGNOLIA AV CBAD PLANCK Lot#: 2052301100 $0.00 Construction Type: Status: 0 Applied: Entered By: Plan Approved: Issued: BALL RES-DEMO EXIST GARAGE Inspect Area: GARAGE-BUILD NEW 840 SF DETACHED GARAGE WITH NEW Owner: FINAL 07/31/2012 RMA 02/11/2013 02/11/2013 Applicant: LESLIE ERBE DESIGN BALL WILLIAM&BALL ALEESHA Q JOINT LIVING TRUST 1175 MAGNOLIA AV CARLSBAD CA 92008 760 908-1961 Plan Check Fee Additional Fees Total Fees: Inspector: $0.00 1910 MAGNOLIA AVE CARLSBAD CA 92008 Total Payments To Date: $0.00 Balance Due: FINAL APPROVAL Date: Clearance: $0.00 $0.00 $0.00 NOllCE: Please take NOllCE that approval of your project includes the "lrrposition'' d fees, dedications, reservations, or other exactions hereafter collectively referred to a'5 "fees' exactions." You have 00 days from the date this pemit was issued to protest irrposition of these fees' exactions. If you protest them, you rrust fdiOVIIthe protest purectures set forth in G:Nernrrent Code Section 66020(a), and file the protest and any other required infoonation 'hith the aty l'vlanagerfor prooossing in ao:;ordance IM!h Carlsbad MJnicipal Code Section 3.32.030. Failure to timely fdiOVIIthat prcredure 'hill bar any su~uent legal action to attack, review, set aside, void, or amul their irrposition. You are hereby Fl.RTHER NOll RED that your right to protest the specified fees' exactions OOES NOT APPLY to water and se'v\er comection fees and capacity dlanges, nor planning, zoning, grading or other simlar application prooossing or service fees in oonnection with tlis project. NOR DOES IT APPl. Y to any fees' exactions of \M"iidl vou have oreviouslv been aiven a NOTICE sirrilar to this or a'5 to \M"iidl the statute of !irritations ha'5 oreviouslv other'hise exoired. Cicyof Carlsbad [']PLANNING []ENGINEERING Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov C) BUILDING OF IRE CJHEALTH Est. Value Plan Ck. Deposit Date SWPPP APN TENANT BUSINESS NAME OCC. GROUP EXISTING USE GARAGE (SF) PATIOS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS YESO NoD YES0No0 YESONoO APPLICANT NAME Primary Contact ADDRESS ADDRESS ,1! CITY STATE ZIP PHONE FAX EMAIL ADDRESS CITY STATE ZIP PHONE FAX EMAIL STATE LIC. # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its iss ' applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor"s License Law (Chapter 9, commending with Sec; n 000 of D1v1s1on 3 of the Business and Professions Code} or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a per it subjects the applicant to a civil penalty of not more than five hundred dollars ($500}). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 0 I have and will maintain workers' compensation. as required by Section 3700 of the Labor Code. for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date _________ _ This ,section need not be completed if the permit is for one hundred dollars ($1 00) or less. · f'i(f Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of iraiifornia. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as Labor code, interest and attorney's fees. ,g CONTRACTOR SIGNATURE I hereby affinn that I am exempt from Contractor's License Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): ,g PROPERTY OWNER SIGNATURE QAGENT DATE I certify that I have read the application and state that the above infonnation is conect and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA penn it is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every pennitissued by the Building Official under the provisions of this Code shall expire by limitation and become null and void ~the building or work authorized by such pennit is not commenced within 180 days from the date of such pennit or if the building orV>Ork authorized by such pennit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Unifonn Building Code). ~APPLICANT'S SIGNATURE DATE STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTIFICATE OF OCCUPANCY (Commercial f>roject:ii Oi1il.lfl Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. I CO#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE I FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS PICKUP: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# MAIL TO: CONTACT (Listed above) OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) NO CHANGE IN USE I NO CONSTRUCTION MAIL I FAX TO OTHER: CHANGE OF USE I NO CONSTRUCTION ~APPLICANT'S SIGNATURE DATE CT/PROJECT # LOT# Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Ck. Deposit 497 sf m/bdrm suite w/bath addition to exist single story home 0HAZMATIAPCD ----dem&-44-1-s.f-~ sf detached .gar w/640 sf sdu above with 538 sf..-wrap-aFGund deck~ vJ ,r.vt-:;W EXISTING USE PROPOSED USE GARAGE (SF) APPLICANT NAME (Primary Contact) Leslie Erbe ADDRESS PATIOS (SF) FIREPLACE YEsi&2 NoD ADDRESS AIR CONDITIONING YESONolKJ William Ball 1175 Magnolia Av 1910 Magnolia Av CITY STATE ZIP CITY STATE ZIP Carlsbad 92008 PHONE PHONE EMAIL EMAIL lerbedesign@adelphia.net PROPERTY OWNER NAME William & Aleesha Ball Trust ADDRESS 1910 Magnolia Av CITY STATE ZIP Carlsbad 92008 PHONE 7 60-862.-3-560 EMAIL cballca@sbcglobal.net ARCH/DESIGNER NAME & ADDRESS STATE LIC. # (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). · Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declaratk;ns: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. D I have and will maintain workers' compensation, as required bv Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date ________ _ Jhiij;ection need not be completed if the permit is for one hundred dollars ($1 00) or less. ):::!1 Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.,000), in addition to the cost of compensation, for in Labor code, interest and attorney's fees. Ji5 CONTRACTOR SIGNATURE I hereby affirm that I am exempt from Contractor's License Law for the following reason: D D D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. DYes 0No 2. I (have I have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone I type of work): Ji5 PROPERTY OWNER SIGNATURE 0AGENT DATE / I certify that I have read the application and state that the above infonnation is correct and that the infonnation on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA pennit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such penn it is not commenced IMthin 180 days from the date of such work by such is suspended or abandoned at any time after the work is commenced 1 of 180 days (Section 106.4.4 Unifonn Building Code). ~APPLICANT'S SIGNATURE DATE Attn: Carlsbad Building Department, Keith Drury 399 Escondido Ave Vista, CA 92084 760-822-2507 License #838545 RECORD COPY August26,2013 Project Address: 1910 Magnolia Ave Car!sbad,CA92008 J recently built a master bedroom suite addition at 1910 Magnolia Ave. and having all work complete with aU inspections ready for final except the bathroom tile for floor a11d shower and finish plumbing fixture trim out. The home owner has taken over and hired in his own sub contractors to finish the bathroom. At this time ! am request to be removed from permit and the owner will take care of final. Sincerely, Keith Drury RECEIVED AUG 2 6 2013 CITY OF CARLSBAD BUILDING DIVISION Attn: Mr. and Mrs. Ball Keith Drury 399 Escondido Ave Vista, CA 92084 760-822-2507 License #838545 August26,2013 Recipients Address: 1910 Magnolia Ave Carlsbad,CA92008 You will need to call for a final inspection to close out your permit, all the inforrnation is on the permit card I left with permit set of plans in your possession. Sincerely, Keith Drury Attn: Mr. and Mrs. Ball Keith Drury 399 Escondido Ave Vista, CA 92084 760-822-2507 License #838545 August26,2013 Recipients Address: 1910 Magnolia Ave Gar!sbad,CA92008 Due to Scheduling problems with your project, and loss ofT radesmen taking on other jobs and projects to keep themselves gainfully employed ! arn writing this letter to let you know that .I am terminating our contract agreement per section #7, 7.1 so as to allow you to continue working with the sub-contractors you have chosen and hired to do your tile work and finish plumbing. Your addition turned out beautiful and we hope you enjoy it for years to come. Sincerely, Keith Drury RECORD COPY February 8, 2013 City of Carlsbad Building Dept 1635 Faraday Ave Carlsbad, CA 9008 Dear Laura, Per our conversation today, we will be moving forward with the permit approved for our bedroom expansion at 1910 Magnolia Avenue, however due to the costs, we are abandoning the project for the garage addition which was going to be 1912 Magnolia A venue, and will not be pulling the permit for that one. Our contractor, Mr. Keith Drury, will come in to pull the permit for 1910 Magnolia A venue and lining out the plans you have at your office for 1912 Magnolia A venue per your request. If you have any questions, please feel free to contact me directly. \S1Ll64 William H. Ball III 1910 Magnolia Avenue Carlsbad, CA 92008 (760) 908-1961 DATE: AUG. 15,2012 JURISDICTION: CARLSBAD EsGil Corporation In (J'artnersliip witli qo11ernment for (]Jui{aina Safety PLAN CHECK NO.: PC120039 (Old# 12-1374) PROJECT ADDRESS: 1910 MAGNOLIA AVENUE Q AE.e.IJ9ANT ~/l Q PLAN REVIEWER Q FILE SET: II PROJECT NAME: SFR ADDITION & REMODEL FOR BALL TRUST D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D 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. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Email: Mail Telephone Fax In Person ~ REMARKS: The applicant to slip sheet Set II Plans into Set I Plans at the building department. By: ALI SADRE EsGil Corporation D GA D EJ D PC Enclosures: 8/14 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In CJ>artnersliip witli government for (]Juifd"ing Safety DATE: JULY 24, 2012 JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-1374 D PLAN REVIEWER D FILE SET: I PROJECT ADDRESS: 1910 MAGNOLIA AVENUE PROJECT NAME: SFR ADDITION & REMODEL FOR BALL TRUST D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [;8J The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. [;8J The applicant's copy of the check list has been sent to: 1) BILL (Chip?) BALL 1910 MAGNOLIA AVENUE, CB, CA 92008 2) LESLIE ERBE 1175 MAGNOLIA AVE CB, CA 92008 D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [;8J EsGil Corporation staff did advise the applicant that the plan check has been completed. -....-...,/ Person contacted: BILL /LESLIE (-.t.J-\:) Telephone#: 760-908-1961/760-802-3560 --Date COntacted: -:r(z.sl f 2.. (by: t4'l,.... ) Email: CBALLCA@SBCGLOBAL.NET~ERBEDESIGN@ADELPHIA.NET 6-Mail..,.. Telephone/ Fax In Person D REMARKS: By: ALI SADRE EsGil Corporation 0 GA 0 EJ 0 PC 7/20 Enclosures: 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 CARLSBAD 12-1374 JULY 24, 2012 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 12-1374 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1910 MAGNOLIA AVENUE FLOOR AREA: 497 MBR ADD. STORIES: TWO GARAGE ADD. = 840; STUDIO ADD. = 640; DECK ADD. = 538 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 7/20 DATE INITIAL PLAN REVIEW COMPLETED: JULY 24, 2012 FOREWORD (PLEASE READ): HEIGHT: 24' DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/20 PLAN REVIEWER: ALI SADRE 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 of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 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 you submit the revised plans. CARLSBAD 12-1374 JULY 24, 2012 • PLANS 1. The following note should be given with each correction list: Please make all corrections, as requested in the correction list. Submit Three revised stamped and signed sets of plans. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Specify the floor area of deck and patio addition on plans. Section R106.2. • GENERAL RESIDENTIAL REQUIREMENTS 3. Bathrooms (defined as having a shower or tub), shall be provided with mechanical ventilation (an openable window is not allowed). Energy Standards 150(0). 4. 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 in doors. b) Glazing in the walls/doors surrounding bathtubs and showers where the bottom exposed edge of the glazing is less than 60 inches above the standing surface. c) Glazing adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Exceptions: i) Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. ii) Glazing that is adjacent to the fixed panel of patio doors. d) Glazing in individual fixed or operable panels that meet all of the following conditions: i) Exposed area of an individual pane is greater than 9 square feet, and: ii) Exposed bottom edge is less than 18 inches above the floor, and: iii) Exposed top edge is greater than 36 inches above the floor, and: iv) One or more walking surfaces are within 36" horizontally of the plane of the glazing. e) Glazing adjacent to stairways, 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. f) Glazing in walls enclosing stairway landings or within 60" horizontally of the bottom tread of stairways where the bottom edge of the glass is less than 60" above the nose of the tread. • FIRE PROTECTION 5. Dimension all roof projections (eaves both buildings) on plans. Table R302.1. CARLSBAD 12-1374 JULY 24, 2012 6. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Show this for all areas of the existing building: a) Inside each bedroom. b) Outside each separate sleeping area in the immediate vicinity of the bedrooms. • NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 7. Show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: Show this for all areas of the existing building: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. • NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. • STAIRWAYS/ RAILINGS 8. A nosing (between %" and 1-%") shall be provided on stairways with solid risers. Exception: No nosing is required if tread depth is at least 11 ". Sec. R311.7.4.3. 9. Handrails (Section R311.7.7): a) Shall be provided on at least one side of each stairway with four or more risers. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-%" nor more than 2" in cross- sectional dimension. See Section R311.7.7.3 for alternatives. d) Handrails projecting from walls shall have at least 1-%" between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. • ROOFING 10. Specify minimum %inch per foot deck slope for drainage. Section R905.9.1. 11. Specify on plans the following information for all skylights, per Section R 106.1.1: a) Manufacturer's name. b) Product name/number. c) ICC approval number, or equal. 12. Note on the plans: "Attic ventilation openings shall be covered with corrosion- resistant metal mesh with 1/8" minimum to%" maximum openings. Section R806.1. • GARAGE 13. Provide an 18" raised platform for any FAU, water heater, or other device in the garage which may generate a flame or spark. CPC Section 508.14. • FOUNDATION REQUIREMENTS 14. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 1 0'. Section R401.3. CARLSBAD 12-1374 JULY 24, 2012 15. 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." 16. 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. 17. Show minimum underfloor access of 16" x 24". Section R408.4. This applies to existing building as impacted by the new addition. 18. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. 19. Specify nail size and spacing for the floor and roof diaphragms on the plans. Table R602.3(1 ). Specify plywood and/or particle board thickness, grade and panel span rating. Table R503.2.1 (1) 20. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. The truss design drawings must contain all the information listed in Section R802. 10. Provide a separate truss layout for each building (the main house as well as the studio). 21. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.2. 22. The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2): a) Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Table 1704.4. • MECHANICAL 23. Specify on plans the following information for both fireplaces: a) Manufacturer's name and model number, ICC approval number, or equal. b) Note on plans that spark arrestors shall be installed on chimneys. CBC Sec. 2802.1. c) 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 per manufacturer's installation instructions. Section R1 004.3. 24. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14' with a maximum of two 90-degree elbows. CMC Section 504.3. CARLSBAD 12-1374 JULY 24, 2012 • ELECTRICAL 25. Show on plan the amperage of the existing eiectrical service, the location of the service panel and the location of any sub-panels. 26. Note the following on plans for the existing house on A-1: a) Tamper resistant receptacles for all new locations. NEC, Art. 210.52. b) Weather resistant type for receptacles installed in damp or wet locations (outside). c) Arc-fault protection for all outlets for all new locations. NEC 21 0.12(8). 27. Show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 21 0.52(E). This receptacle must be GFCI protected. Show this for the rear of the main house. • PLUMBING 28. Show the size and location of the W/H for the existing house on Sheet A-1. 29. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. 30. Provide a note on plans: The control valves in bathtubs, showers and tub-shower combinations must be pressure balanced or thermostatic mixing valves. CPC Section 414.5 and 418.0. 31. Specify on plans: New water closets shall use no more than 1.28 gallons of water per flush. CPC Section 402.0. 32. An instantaneous water heater is shown on plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. This applies to the accessory unit. • MISCELLANEOUS 33. Dimension chimney clearance above the roof for accessory building. 34. 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, calc's. page, etc. 35. 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 1:1 No 1:1 36. 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 All SADRE at EsGil Corporation. Thanks. .CARLSBAD 12-1374 JULY 24, 2012 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 12-1374 PREPARED BY: ALI SADRE DATE: JULY 24, 2012 BUILDING ADDRESS: 1910 MAGNOLIA AVENUE BUILDING OCCUPANCY: R3/U BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier LIVING ADD 1137 DECK ADD 538 GARAGE ADD 840 REMODEL 500 Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance Bldg. Permit Fee by Ordina l Plan Check Fee by Ordinance i::] Type of Review: P Complete Review Repetitive Fee "l J3 Repeats Comments: Other Hourly EsGil Fee I"' TYPE OF CONSTRUCTION: V-B Reg. VALUE ($) Mod. 168,497 $966.10] $627.971 Structural Only $541.02] Sheet 1 of 1 macvalue.doc + PLAN CHECK REVIEW TRANSMITTAL DATE: PROJECT NAME: BAll RESIDENCE PLAN CHECK NO: 1 VALUATION: SET#: 1 ADDRESS: 1910 MAGNOLIA Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PROJECT ID: CB12·1374 APN: 205·280-39 This plan check review is complete and has been APPROVED by the ENGINEERING Division. By: KATHLEEN LAWRENCE A Final Inspection by the Division is required Yes 1 No 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: LERBEDESIGN®AlElPHIA.NET You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: Chris.Sexton@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Remarks: /' Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov '1 E-36 Set# 1 outstanding issues will be marked with X : . Make the necessary corre(tions for with codes and standards. Submit corrected plans and/or c"''""''r''"'7t""'"' to the division for re-submitted to the Engineering division. Items that conform to permil are marked with { 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: North arrow Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements I Right-of-way width & adjacent streets Show on site plan: Drainage patterns Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. , Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining ·street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography !size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: Site address Assessor's parcel number Legal description/lot number 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 all existing 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.: 1681 Subdivision/Tract: Reference No(s): Page 2 of 6 REV6/01/12 1 EXISTING E-36 Set# 1 2. DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: 3. DEDICATION REQUIREMENTS Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 20.000.00 , pursuant to Carlsbad Municipal Code Section 18.40.030. For single family residence, easement dedication will be completed by the City of Carlsbad, cost $605.00. Dedication required as follows: 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100.000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. Public improvements required as follows: 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 of $ 441 DO 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: Page 3 of 6 REV6/01/12 E-36 Set# 1 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. "]Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a release for the building permit. No grading permit required. Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. 6. MISCELLANEOUS PERMITS :RIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. Right-of-way permit required for: Page 4 of 6 REV 6/01/12 i Set# 1 7. STORM WATER NEED TO COMPLETE TIER 1 FORM FRONT AND BACI< E-36 Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW 12-312 ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) 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.gov/business/building/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: Page 5 of 6 REV 6/01/12 1 Attachments: E-36 Set# 1 9. WATER METER REVIEW Domestic (potable) Use What size meter is required? 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. 8. FEES 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%". Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility yes yes yes yes no Fire sprinklers required Upgrade No fees required r ·.lyes L. no (is addition over 150' from center line) yes 10. Additional Comments Engineering Application Storm Water Form Right-of-Way Application/Info. Reference Documents Page 6 of 6 REV 6/01/12 Fee Calculation Worksheet ENGINEERING DIVISION Date: 08106/12 Bldg. Permit#: Prepared by: K Address: 1 Fees Update by: Date: Fees Update by: Date: EDU CALCULATIONS: List types and square footages for all uses. Types of Use: Sq.Ft./Units 1 EDU's: Types of Use: Types of Use: Types of Use: Sq.Ft./Units Sq.Ft.!Units Sq.Ft.!Units ADT CALCULATIONS: List types and square footages for all uses. EDU's: EDU's: EDU's: Types of Use: Sq.Ft./Units 1 ADT's: Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Ft./Units Sq.Ft./Units Sq.Ft.!Units ADT's: ADT's: ADT's: Within CFD: [JYES (no bridge & thoroughfare fee in District #1, reduces Traffic Impact Fee) NO 1. PARK-IN-LIEU FEE: [:]NW QUADRANT NE QUADRANT L1SE QUADRANT ~,[:W QUADRANT ADT'S/UNITS: I X FEE/ADT: I =$ 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 1 I X FEE/ADT: 1 I=$ 3. BRIDGE & THOROUGHFARE FEE: DIST. #1 DIST.#2 ADT'S/UNITS: I X FEE/ADT: I=$ 4. FACILITIES MANAGEMENT FEE ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: I =$ 5. SEWER FEE EDU's 1 IX BENEFIT AREA: EDU's IX 6. DRAINAGE FEES: PLDA: ACRES: IX 7. POTABLE WATER FEES: FEE/EDU: FEE/EDU: r·········-!HIGH . ~·~" "J FEE/AC: 1 I=$ 1 I=$ !MEDIUM I=$ DIST.#3 j:[lLOW UNITS CODE CONN. FEE METER FEE SDCWA FEE TOTAL STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov !sECTION 1 NEW DEVELOPMENT PRIORITY PROJECT TYPE YES NO Does you project meet one or more of the following criteria: 1. Housina subdivisions of 10 or more dwelling units. Examples: single family homes, multi-family homes, v·· condominium and apartments 2. Commercial-greater than 1-acre. Any development other than heavy industry or residential. Examples: hospitals; laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls; L/ hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities. 3. Heavy Industrial I Industry-greater than 1 acre. Examples: manufacturing plants, food processing plants, metal working facilities, printing plants, and fleet storage areas (bus, truck, etc.). v 4. Automotive repair shop, A facility categorized in any one of Standard Industrial Classification (SIC) codes 5013, v 5014, 5541, 7532-7534, and 7536-7539 5. Restaurants. Any facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the v land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000 square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria requirements and hydromodification requirements. 6. Hillside development. Any development that creates 5,000 square feet of impervious surface and is located in an area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five v percent (25%) or qreater. 7. Environmentally Sensitive Area (ESAt All development located within or directly adjacenf to or discharging directly3 to an ESA (where discharges from the development or redevelopment will enter receiving waters within the v ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area of imperviousness of a proposed project site to 10% or more of its naturally occurring condition. 8. Parkinalot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban / runoff 9. Streets, roads, highways, and freeways. Any paved surface that is 5,000 square feet or greater used for the v transportation of automobiles, trucks, motorcycles, and other vehicles 10. Retail Gasoline Outlets. Serving more than 100 vehicles per day and greater than 5,000 square feet v 11. Coastal Development Zone. Any project located within 200 feet of the Pacific Ocean and (1) creates more than v 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%. 12. More than 1-acre of disturbance. Project results in the disturbance of more than considered a Pollutant-generating Development Project4. 1-acre or more of land and is v .. 1 Environmentally Sens1t1ve Areas mclude but are not l1m1ted to all Clean Water Act Sectton 303(d) 1mparred water bodtes, areas destgnated as Areas of Spectal Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Co permittees. 2 "Directly adjacent" means situated within 200 feet of the Environmentally Sensitive Area. 3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. 4 Pollutant-generating Development Projects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects that contribute to an exceedance to an impaired water body or which create new impervious surface.s greater than 5000 square feet and/or introduce new landscaping areas that require routine use of fertilizers .and pesticides. In most cases linear pathway projects that are for infrequent vehicle use, such as emergency or maintenance access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or if they sheet flow to surroundin ervious surfaces. Section 1 Results: .If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements. Please check the "does not meet PDP requirements" box in Section 3. E-34 Page 2 of 3 REV 4/30/10 CITY OF STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov SECTION 2 SIGNIFICANT REDEVELOPMENT Complete the questions below regarding your redevelopment project: YES NO 1. Project results in the disturbance of more than 1-acre or more of land and is considered a Pollutant-generating v Development Project (see definition in Section 1 ). If you answered NO, please proceed to question 2. If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. 2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) v If you answered YES, please proceed to question 3. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. 3. Is the project solely limited to just one of the following: a. Trenching and resurfacing associated with utility work? b. Resurfacing and reconfiguring existing surface parking lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads? d. Replacement of existing damaged pavement? If you answered NO to ALL of the questions, then proceed to question 4. If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard Stormwater Requirements. Please check the "does not meet PDP requirements" box in Section 3 below. 4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1 )create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on the property by more than 10%? If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below. If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below. SECTION 3 Questionnaire Results: My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the $USMP. Applicant Information and Signature Box This Box for City Use Only Assessor's Parcel Number(s): NO Applicant Title: DlU~CL[" E-34 Page 3 of 3 REV 4/30/10 STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 STORM WATER COMPLIANCE CERTIFICATE ./ My project is not in a category of permit types exempt from the Construction 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 storm water runoff or non-storm water discharge(s). ./ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) ./ My project wiH not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a 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 • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMmiNG 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. e-\'6c-12. DATE E-29 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 RAINFALL. 3. THE OWNER/CONTRACTOR 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 314 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES Page 1 of2 Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov PROJECT INFORMATION site Address: \ct\o ~ l9\'2 Mf\c;..,poup.j Avf. Assessor's Parcel Number:<Z.OS-280-~9 Project ID: -·---- Construction Permit Noil::~~~:2:3~::!~:J Estimated Construction Start Date A.iJG.t · Project Duration ± .. G Months Emergency Contact: Name:l 1)\ U .. \+\ iVl [2 AU .. 24 hour Phon(=1 b t~) ~ 0%-\ 3. b I Perceived Threat to Storm Water Quality 0 Medium rs(' Low -r--~- If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs Approved By: , Date: "" I , , f I ,, REV 4/30/10 Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control Management BMPs Pollution Control BMPs BMPs . c: c: c: c c 0 <:~' "C 0 .Q 16 Q) "C Q) ., c: n 0 c: g> E c: E "C -"' Ill .5 J 0 .!ii!l -~ Ill t: ~~ "Ia :g Q) ~ "Bj e 0) li> ~ :m t::: ~ 0) Ill :a g> c: ~"' 'E 111 t: "' "* Best Management Practice :! c. Q) ·a ·e c: ·c: S" ! c: ~ ~ o6 ~ ~ e IIl 8~ Q) (!) Q) Ill ~ l~ Ill "Ia Q) "* :~ (BMP) Description ~ "' 1-~ OJ IIl c: "' ~ "C "' ::i: ~ ~~ e 8 ~ ~ -~ § ~~ c: $: c: 0 ::::> g! !:! c ~ ~! u :E: ~ ~ 1 ~ ::aE 0 c: Q) 0 0 ·-Q) ij ~ i~ 0 Oas Q) E 13 1 ... ;::) .c ej = w 0)" j5 :g -~ ·a "E ~ "C Q) -~ n 0 0 € .!: c. IJ.. ~ lii ~a "C :se .cas Ill * ;g Ill ~ ~ me 0 :== ~ .c e c: ci5£ ~~ .So 0 .r.:Q) "Ia 0 N it en~ Ill ~(] Ci5 ~; Ill wo Ci5 (J) (.) i.i: (!) (J) rna:: a. a. ::i: ::i: J:,; 0< CASQA Designation ~ :3 ()C) ~ ..... ..... :z "'f '9 co ,... :z 0 ...-& ..... d; I';-()C) ..... ~ (") "'f '9 ~ <1\) u ...... w w w ..... ~ ch ch I ~ u w w w (J) ~ ~ ~ ~ ~ w w w (J) (J) (J) (J) (J) (J) (J) 1-1-z z z z Construction Activity w (J) Grading/Soil Disturbance ~< Trenching/Excavation K X -...,._,.-V ·" Stockpiling :<. )<:' Drilling/Boring Concrete/Asphalt Saw cuttinq ~"' Concrete flatwork }( Pavino X Conduit/Pipe Installation ~ Stucco/Mortar Work }('~~ .~~ Waste Disposal '· ···,·· r''" Staging/Lay Down Area ~."-:~ )( Equipment Maintenance /( and Fueling Hazardous Substance Use/Storage Dewaterillfl "' "' Site Access Across Dirt ,~ r'~~r.,._: , ii ~?t·:~ ~ 1, .;;, t : ·~~'· 1, \1 \t ' \ )(f Other (list}: ,/ X D \~· 1A t":~ ~.c.\ ·n ~ ('·i X x: >-"~ -' ' --; ---, ___ -----···---··---------···-,_-'' --'--'-----'-' -- Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descrribed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example -If the project 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 Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction 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 write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of2 REV 4/30/10 REVIEW#: 1 2 3 [g]00 [g]DD [g]00 PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Plan Check No. CB 12-1374 Address 1910 Magnolia Av . Date July 23, 2012 Planner Chris Sexton Phone (760) 602-4624 APN: 205-230-11-00 Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov Review# 1 Type of Project & Use: detached garage/sdu, addition to sfr Net Project Density:1.0 DUlAC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) Legend: [g] Item Complete Environmental Review Required: D Item Incomplete -Needs your action YES 0 NO 0 TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: Discretionary Action Required: YES 0 NO 0 TYPE __ APPROVALIRESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES 0 NO 0 CA Coastal Commission Authority? YES 0 NO 0 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): Habitat Management Plan Data Entry Completed? YES D NO D 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!) lnclusionary Housing Fee required: YES D NO D (Effective date of lnclusionary Housing Ordinance-May 21, 1993.) Data Entry Completed? YES D NO D (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) [g] D D Housing Tracking Form (form P-20) completed: YES D NO D N/A D P-28 Page 1 of 2 07/11 ' Site Plan: ~DO ~DO DOD ~DO ~DO ~DO ~DO ~DO 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 D NO D 2. Project complies: YES D NOD Zoning: 1. Setbacks: Front: Interior Side: Street Side: Rear: Top of slope: Required __ Shown __ Required __ Shown __ Required __ Shown __ Required _· _ Shown __ Required __ Shown __ 2. Accessory structure setbacks: detached garage/sdu Front: Required 20' Shown 20' Interior Side: Required 8' Shown 8' Street Side: Required __ Shown __ Rear: Required .1§.: Shown .1§.: Structure separation: Required __ Shown __ 3. Lot Coverage: Required<40% Shown 28.2% 4. Height: Required <30' with min. 3:12 roof pitch Shown house-<30' SOU above detached garage <30' Shown sdu = 29'9" 5. Parking: Spaces Required .f. Shown .f. (breakdown by uses for commercial and industrial projects required) Second Dwelling Unit Space Required 1 Shown 1 D D D Additional Comments 1) Please sign the attached Affadavit of Compliance for a Second Dwelling Unit and fill out the attached Housing Development Tracking form and return. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUT~ATE~~ / ~ DATE: July 23,2012 PROJECT NAME: PLAN CHECK REVIEW TRANSMITTAL PROJECT ID: Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov PLAN CHECK NO: CB 12-1374 SET#: 1 ADDRESS: 1910 Magnolia Av APN: 205-230-11-00 This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required 0 Yes 0 No IZJ 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: leslie Erbe (lerbedesign@adelphia.net) You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. For questions or clarifications on the attached checklist please contact the following reviewer as marked: Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Remarks: Kathleen Lawrence 760-602-27 41 Kathleen.Lawrence@carlsbadca.gov D D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Gregory.Ryan@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carlsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov ,, CITY OF CARLSBAD-AFFIDAVIT OF COMPLIANCE . FOR A SECOND DWELLING UNIT Jn§tructions to Property Own!(r (Affiant): RECORD COPY Please type or print complete and accurate answers in all blank spaces in Section I. Please read carefully, particularly Section II. Please read, sign and date Section III indicating that you understand and agree with the conditions of compliance. SECTION I·INFORMATION Property owner(s): {A l1 LL.l 8 tJ\ i A lA:m:.s H Sr d3 ALL Property Address: City State Assessor Parcel No. ( S€c.o~D OuJ€-t.t..\~G U,,,_HT) t I ~ \ il tJ\ 1\Eli\\o u t!\ AvE , q~oo8 Zip Code Subdivision: ---------------------------~1--________ or ______ ~----- Name Lot/Block Parcel No. Project Number: SECTION II-CONDITIONS FOR COMPLIANCE PLEASE READ CAREFULLY 1. A second dwelling unit is an attached or detached dwelling unit which is located on the same lot as an existing owner--occupied single-family detached dwelling unit and is: a. Suitable for use as a complete living facility with provisions within the facility for cooking, eating, sanitation and sleeping; b. Occupied by one or more persons; and c. Subordinate to the main dwelling unit. 2. The Property Owner(s} listed above hereby certifies that he/she owns the above referenced property, as of the date of this affidavit, and to his/her belief and knowledge, there are no conditions, covenants or restrictions on the property prohibiting a second dwelling unit apartment. 3. The Property Owner(s) agrees to the following terms and conditions: FRM0006 6/03 PAGE10F2 a. The property and residence referenced above must not contain a second residential dwelling unit unless it is in compliance with the second dwelling unit provisions of the Zoning Ordinance of the City of Carlsbad. b. The Property Owner(s) shall reside in either the main dwelling unit or second dwelling unit described above, now, and for the life of this agreement, unless a lessee leases both the main dwelling unit and the second dwelling unit. c. The Second Dwelling Unit may only be rented and shall not be sold separately from the main dwelling unit, unless the lot on which such units are located is subdivided. d. The Property Owner(s) agree to rent the Second Dwelling Unit at a monthly rental rate which shall not exceed an amount equal to 30% of the gross monthly income of a low- income household, adjusted for household size, at 80% of the San Diego County median income. e. . A copy of this agreement and Affidavit must be given by the Property Owner(s) to prospective purchasers of the property prior to entering into a sales contract for said property. SECTION m-AFFIRMATION AND AGREEMENT I HEREBY DECLARE AND AFFIRM, under penalty ofpeJ.juiy, that all matters and facts set forth in this agreement ~ true and correct to the best of my knowledge, information and belief, and that I (we) understand, accept and!' will abide by the regulations, requirements, and standards governing the Second Dwelling Unit. BY: j /u. /;;__ Date 4/e9~ DcJLQ s /iz./1 L Property Owner Date / I Owner's Telephone Number(s): ~( ?:.....;:;.b-L-9 -:~--18J~D:;._-1..::.-g_'1 ........ j..,...----.u...ll .,..!....;7~:-D).t...-9....!-0...;::;.B_---:.1 _..;.,q ~~-:..~-- Home Office BY: FRM0006 6/03 PAGE20F2 STRUCTURAL CALCULATIONS BALL GARAGE 1910 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1591.2.12 DATE: July 5, 2012 218 East Grand Avenue, Suite 7, Escondido, CA 92025 • Phone: 760.747.8681 • Fax: 888.763.6575 www.amcconsultinginc. com ITEM DESIGN DATA SHEET DESIGN LOADS VERTICAL DESIGN BASE SHEAR DESIGN REDUNDANCY FACTOR LATERAL DESIGN SHEAR WALL SCHEDULE PROJECT: BALL GARAGE PROJECT ADDRESS: 1910 Magnolia Avenue Carlsbad, CA 92008 PROJECT NUMBER: 1591.2.12 DATE: July 5, 2012 TABLE OF CONTENTS SEISMIC OVERSTRENGTH FACTOR FOUNDATION DESIGN SPECIFICATIONS SHEET# G1 G2-G3 V1-V14 L 1-L4 L5 L6-L9 L10 L11 F1-F2 S1-S9 218 East Grand Avenue, Suite 7, Escondido, CA 92025 +Phone: 760.747.8681 +Fax: 888.763.6575 www.amcconsultinginc. com PROJECT NAME: BALL GARAGE PROJECT NO: 1580.2.12 STRUCTURAL DESIGN DATA SHEET CODE: SOIL DATA: 2010 CALIFORNIA BUILDING CODE PROJECT SOILS REPORT, ASBP = 2000 PSF MATERIALS CONCRETE FOUNDATION F'c = 2,500 PSI REBAR #3 or LESS Fy = 40 KSI REBAR #4 or LARGER Fy = 60 KSI LUMBER DIMENSION 2X D.F.#2 Fv = 90 PSI Fb=900 DIMENSION 4X D.F.#1 Fv = 90 PSI Fb=1000 DIMENSION 6X D.F. #1 Fv = 85 PSI Fb=1350 GLU-LAMS 24FV4 OF/OF Fv=240 PSI Fb=2400 PARALLAMS 2.0EWS PSL Fv=290 PSI Fb=2900 E=1.6X106 E=1.7X106 E=1.6X106 E=1.8X106 E=2.0X106 SHEET: G1 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 STRUCTURAL DESIGN LOADS ROOF LOAD ROOFING COMPOSITION SHINGLE 4.0 PLYWOOD 5/8" 1.8 FRAMING 3.5 INSULATION STD 3.0 MECH & ELECT. STANDARD 1.0 CEILING GYPSUM 3.0 MISC. STANDARD 1.7 DEAD LOAD 18.0 LIVE LOAD ROOF 20.0 TOTAL DEAD+ LIVE 38.0 FLOOR LOAD FLOORING TILE 10.0 PLYWOOD 3/4" 2.5 FRAMING 11-7/8" TRUS-JOIST 4.0 INSULATION SID 3.0 MECH & ELECT. STANDARD 1.0 CEILING GYPSUM 3.0 MISC. STANDARD 1.5 DEAD LOAD 25.0 LIVE LOAD RESIDENTIAL 40.0 TOTAL DEAD+ LIVE 65.0 SHEET: G2 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 TYPICAL EXTERIOR WALL LOAD EXTERIOR STUCCO 10.0 INTERIOR 5/8" GYPSUM 3.0 FRAMING 2x STUDS 2.0 INSULATION R13 1.0 MISC. STANDARD 1.0 TOTAL 17.0 SHEET: G3 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed 3 JUL 2012. \2:37PM Multiple Simple Beam ...... Description : Ceiling Joists Wood Beam Design : Ceilin~ Joists Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade : No.2 · Fb-Tension Fb-Compr 900 psi Fe-Prll 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 900 psi Fe-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0250, L = 0.040 klft, T rib= 1.330 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Q 0.620; 1 627.99 pst at 1,012.98 psi +D+L+H 0.228: 1 40.98 psi at 180.00 psi +D+L+H Left Support 0.18 Right Support 0.18 h 0.27 0.27 5.000 ft in Span # 1 9.233 ft in Span # 1 0(0.03325) L(0.05320) 10.0 It, 2x10 '------~-------~-----------~------- !::! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.076 in Downward Total 0.000 in Upward Total 1578 >360 Total Defl Ratio 32.21 pcf 0.128 in 0 000 in 937 >240 vi Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, 12:37PM Description: RB1-RB10 Wood Beam Design: RB1-RB10 Calculations per 2005 NDS,IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx 1600 ksi Density 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2850, L = 0.250 klft, T rib= 1 .0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.752; 1 1,013.25 ps1 at 1,346.78 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.394: 1 67.02 psi at 170.00 psi +D+L+H Q .!: 118 1.00 118 1.00 ---~ ·------ Wood Beam Design : RB2 4.000 ft in Span # 1 0.000 ft in Span # 1 !:i Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0(02850; L(0.250) B.Ofl, 6x8 0.075 in Downward Total 0.000 in Upward Total 1282 >360 Total Defl Ratio 32.21 pcf 0.163 in 0.000 in 589 >240 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 580.0ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2850, L = 0.250 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.576; 1 775.77 ps1 at 1,347.20 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.337: 1 57.26 psi at 170.00 psi +D+L+H Q .!: 1.03 0.88 1.03 0.88 Wood Beam Design : RB3 3.500 ft in Span# 1 6.393 ft in Span # 1 !:i Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 7.0fl, 6x8 0.044 in Downward Total 0.000 in Upward Total 1913 >360 Total Defl Ratio 32.210 pcf 0.096 in 0.000 in 879 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x10, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2150, L = 0.210 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.713;1 958.05 ps1 at 1,344.20 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.349: 1 59.30 psi at 170.00 psi +D+L+H Q b 1.25 1.16 1.25 1.16 5.500 ft in Span# 1 0.000 ft in Span# 1 !:i Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 11.0 ft, 6x10 0.111 in Downward Total 0.000 in Upward Total 1193 >360 Total Defl Ratio 32.210 pcf l .. ---~--J 0.230 in 0.000 in 573 >240 n/ Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed. 3 JUL 2012, 12:37PM Wood Beam Design: RB4 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Wood Species : Fb-Tension Fb-Compr 1 ,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1 ,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Density Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1350, L = 0.0550 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.620; 1 834.58 ps1 at 6.000 ft in Span# 1 1 ,345.06 psi +D+L+H 0.230: 1 39.12 psi at 11.400 ft in Span # 1 170.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q lo 0.87 0.33 0.87 0.33 Wood Beam Design : RB5 12.011, 6x8 L-~~~--~~~~~--~~------------ .!::! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.083 in Downward Total 0.000 in Upward Total 1726 >360 Total Defl Ratio 32.210 pcf 0.302 in 0 000 in 476 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.2130, L = 0.170 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.612;1 824.39 pSI at 1 ,346.56 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.304: 1 51.73 psi at 170.00 psi +D+L+H Q h 0.94 0.72 0.94 0.72 Wood Beam Design : RB6 4.250 ft in Span # 1 7.877 ft in Span # 1 .!::! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 8.50 fl, 6x8 0.065 in Downward Total 0.000 in Upward Total 1572 >360 Total Defl Ratio 32.210pcf 0.150 in 0.000 in 681 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0psi Fc-Prtl 925.0psi Fv 170.0psi Ebend-xx 1,600.0 ksi 580.0ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1210, L = 0.040 klft, T rib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.622; 1 836.90 ps1 at 6.500 ft in Span# 1 1 ,344.62 psi +D+L+H 0.215: 1 36.48 psi at 12.393 ft in Span # 1 170.00 psi +D+L+H Q h Max Reactions (k) Left Support Right Support 0.85 0.26 0.85 0.26 .!::! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 13.0 ft. 6x8 0.084 in Downward Total 0.000 in Upward Total 1867 >360 Total Defl Ratio 32.210pcf 0.355 in 0.000 in 438 >240 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, 12:37PM Multiple Simple Beam I, II , , ENERCALC,INC.1983-2011, Build:6.12.6.7, Ver:6.11.8.31 • Wood Beam Design : RB7 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr Applied Loads 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Beam self weight calculated and added to loads Unif Load: D = 0.3480, L = 0.240 kif!, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : 0.214; 1 289.56 pSI at 1 ,350.00 psi +D+L+H 1.500 ft in Span # 1 2.550 ft in Span# 1 c---------.~ D(0.3460jl(0.240) -~.---____ r -"-· Density 32.210pcf Load Comb: 0.182: 1 30.97 psi at 170.00 psi +D+L+H 3.0ft, 6x6 -~----~J Max Reactions (k) Left Support Right Support Q 1 0.53 0.36 0.53 0.36 Wood Beam Design : RB8 !:! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0.004 in Downward Total 0.000 in Upward Total 9988 >360 Total Deft Ratio 0.009 in 0.000 in 4030 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species : Fb-Tension Fb-Compr Applied Loads ---~~~------~--- 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Beam self weight calculated and added to loads Unif Load: D = 0.3190, L = 0.250 klft, Trib= 1.0 ft Density 32.210 pcf Design Summary Max fb/Fb Ratio = fb: Actual: -~~---------~~~-~-~---·~-:-::-c-~-~-----------· -, 010 3190J L(O 250) I l Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.144;1 194.66 pSI at 1,350.00 psi +D+L+H 0.134:1 22.84 psi at 170.00 psi +D+L+H Q 1 0.41 0.31 0.41 0.31 Wood Beam Design : RB9 1.250 ft in Span # 1 2.050 ft in Span# 1 !:! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 2.50ft, 6x6 0.002 in Downward Total 0.000 in Upward Total 16569 >360 Total Defl Ratio 0.004 in 0.000 in 7194 >240 Calculations per 2005 NDS,IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x6, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1640, L = 0.040 klft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: 0.684; 1 923.51 pSI at 1,350.00 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.249: 1 42.33 psi at 170.00 psi +D+L+H Max Reactions Left Support Right Support (k) Q 1 0 77 0.18 0.77 0.18 4.500 ft in Span # 1 0.000 ft in Span # 1 !:! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 9.0 It, 6x6 0.049 in Downward Total 0.000 in Upward Total 2219 >360 Total Defl Ratio 32.210 pcf 0.256 in 0.000 in 421 >240 I Title : Ball Garage Job# 1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, 12:37PM Wood Beam Design : RB 1 o Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1 ,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1 ,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.130, L = 0.040 klft, T rib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.753·1 1 ,004.82 psf at 10.500 ft in Span # 1 1 ,335.11 psi +D+L+H 0.246: 1 41.88 psi at 20.090 ft in Span# 1 170.00 psi +D+L+H (k) Q 1 21.0ft. 6><12 L__ ______________ . -·------· !:! Density Max Reactions Left Support Right Support 1.51 0.42 Max Deflections Downward L +Lr+S Upward L +Lr+S 0.158 in Downward Total 1.51 0.42 0.000 in Upward Total Live Load Defl Ratio 1597 >360 Total Defl Ratio 32.210pcf 0.726 in 0 000 in 346 >240 _j Title : Ball Garage Job# 1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012. 12:37PM Description : RB11-RB12 Wood Beam Design : RB11-RB12 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1 ,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1 ,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.1450, L = 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : 0.173; 1 233.10 pSI at 1 ,350.00 psi +D+L+H 1.750 ft in Span# 1 3.045 ft in Span # 1 D(O 1450) L(O 20) 350ft, 6x6 Density 32.210pcf Load Comb: 0.133: 1 22.59 psi at 170.00 psi +D+L+H L-------------------------------------------------------~ Max Reactions Left Support Right Support (k) Q h 0.27 0.35 0.27 0.35 Wood Beam Design : RB12 l::!. Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.006 in Downward Total 0 000 in Upward Total 7548 >360 Total Defl Ratio 0.010 in 0.000 in 4291 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x6, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 580.0 ksi Density 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1450, L = 0.20 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.507; 1 fb: Actual: 685.03 pSI at 3.000 ft in Span# 1 Fb : Allowable : 1 ,350.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.263: 1 fv: Actual: 44.65 psi at 5.560 ft in Span# 1 Fv : Allowable : 170.00 psi Load Comb: +D+L+H Max Reactions (k) Q h h!: ~ '11. £ Left Support 0.46 0.60 Right Support 0.46 0.60 0 0.1450 L 0.20 6.0ft, 6x6 !:! Max Deflections Downward L +Lr+S 0.048 in Upward L +Lr+S 0.000 in Live Load Defl Ratio 1498 >360 Downward Total Upward Total Total Oefl Ratio 32.210 pcf I 0.085 in 0.000 in 851 >240 ~lFORTE' MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TJI® 560@ 16" OC + 0 All Dimensions Are Horizontal; Drawing is Conceptual Design Results Actual 4!1 Location Member Reaction (lbs) 901@ 2 1/2" Shear (lbs) 885@ 3 1/2" Moment (Ft-lbs) 4590@ 10' 6" Uve Load Deft. (in) 0.342 @ 10' 6" Total Load Deft. (in) 0.556 @ 10' 6" TJ-Pro TM Rating 42 • Deflection criteria: LL (l/480) and TL (l/240). Overall Length: 21' 21' Allowed Result LDF 1396 Passed (65%) 1.00 2050 Passed (43%) 1.00 9500 Passed (48%) 1.00 0.515 Passed (L/722) -- 1.029 Passed (L/444) -- 40 Passed -- Load: Combination (Patlem) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) -- + 0 • Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 2 3/16" o{c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • A structural analysis of the deck has not been perfonned. • Deflection analysis is based on composite action with a single layer of 23/32"' Weyerhaeuser Edge~ Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro '" Rating include: None Bearing Length Loads ID Supports (lbs) Supports Total Available Required Dead Floor Total Accessories Live 1 -Stud wall -SPF 3.50" 2.25" 1.75" 350 560 910 1 1/4" Rim Board 2 -Stud wall -SPF 3.50" 2.25" 1.75" 350 560 910 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Dead Floor Live Loads Location Spacing (0-90) (1.00) Comments 1 -Unifonn(PSF) 0 to 21' 16" 25.0 40.0 Residential -Uving Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the SOftware. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this SOftware is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support infonnation have been provided by Forte Software Operator PASSED System : Roor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD ~SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Anthony Castaneda AMC Consulting. !nc Job Notes Ball Garage 1910 Magnolia Avenue Carklsbad. CA 92008 7/3/2012 11 27 02 AM Forte v3.5, Design Engine: V5.5.3.2 1591.2. 12-ball4te (760) 7A7-8681 mari~!]arncconsu!trngrnc com Page 1 of 1 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012. 12:37PM Multiple Simple Beam I, II , , Description : Deck Joists Wood Beam Design: Deck Joists Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 2x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2006 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb-Tension Fb-Compr 900.0 psi Fe-Prll 1 ,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi 900.0 psi Fe-Perp 625.0 psi Ft 575.0 psi Em in bend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: 0 = 0.0250, L = 0.040 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : 0.626; 1 733.04 pSI at 1,170.84 psi +D+L+H 4.250 ft in Span # 1 7.905 ft in Span# 1 D 0.03325 L 0.05320 8.50ft. 2x8 Density 32.210 pcf Load Comb: 0.249: 1 44.81 psi at 180.00 psi +D+L+H , __________ ... ----------------~ Max Reactions (k) Left Support Right Support Q h 0 15 0.23 0.15 0.23 !:! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.082 in Downward Total 0.000 in Upward Total 1237 >360 Total Defl Ratio 0.138 in 0.000 in 740 >240 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed. 3 JUL 2012, 12:38PM Description : FB1-FB10 Wood Beam Design: FB1-FB10 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species: Fb-Tension Fb-Compr Applied Loads 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design wtth 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2,900.0 psi Fe-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe-Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Beam self weight calculated and added to loads Unif Load: 0 = 0.6560, L = 0.630 k!ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : 0.791. 1 2,275.64 psi at 6.000 ft in Span # 1 2,875.37 psi Density 32.210pcf Load Comb: +D+L+H '-;-1-------------------------.......J, Max fv/FvRatio = fv: Actual: 0.544: 1 -~ ~ Fv : Allowable : 157.64 psi at 11.040 ft in Span# 1 290.00 psi 12.0 It, 5.25x11.875 Load Comb: +D+L+H ----------------------------~ Max Reactions (k) Left Support Right Support Q !. 4.02 3.78 4.02 3.78 --------------~-- Wood Beam Design : FB2 Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0.202 in Downward Total 0.000 in Upward Total 714 >360 Total Deft Ratio 0.416 in 0.000 in 346 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 7x18, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension Fb-Compr 2,900.0 psi Fe-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load D = 0.2380, L = 0.2530 k/ft, Trib= 1.0 ft Point: D = 4.020, L = 3.780 k@ 3.0 It Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.461 . 1 1,317.96 psf at 2,860.34 psi +D+L+H 0.467: 1 135.40 psi at 290.00 psi +D+L+H (k) Q 1 8.330 ft in Span# 1 0.000 ft in Span# 1 .-------------· ..... __________ _ 0(0.2380) L(0.2530) 21.0 It, 7x18 !.! Density Max Reactions Left Support Right Support 6.24 5.90 Max Deflections Downward L +Lr+S Upward L +Lr+S 0.242 in Downward Total 3.37 3.20 0.000 in Upward Total Live Load Deft Ratio 1041 >360 Total Deft Ratio 32210pcf •) :\ 0.497 in 0.000 in 506 >240 Title : Ball Garage Job# 1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, !2:38PM Wood Beam Design : FB3 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 7x14, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Fb-Tension Fb-Compr Applied Loads iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2,900.0 psi Fe-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Beam self weight calculated and added to loads Unif Load: 0 = 0.0330, L = 0.0530 k/ft, Trib= 1.0 ft Point: 0 = 4.020, L = 3.780 k @ 3.0 ft Density 32.210 pcf Design Summary Max fb/Fb Ratio fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: 0.420; 1 1,205.32 ps1 at 2,870.71 psi +D+L+H 0.406: 1 117.83psi at 290.00 psi +D+L+H -,i=i =:=:=:::::;::::=:=::t==:=:=:=::::D=(O=.o3=3o::J)tCL(O=.o=53=0=) =:=:=:=:t::==:=:=:=:=:=:::jl~ 21.0 It, 7x14 1 3.010 ft in Span # 1 0.000 ft in Span # 1 Fv : Allowable : Load Comb: Max Reactions Left Support Right Support (k) Q b 4.02 3.80 115 1.10 Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0.241 in Downward Total 0 000 in Upward Total 1046 >360 Total Deft Ratio 0.495 in 0.000 in 509 >240 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, 12:3BPM Wood Beam Design : FB4 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 7x18, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension Fb-Compr 2,900.0 psi Fe-Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi 2,900.0 psi Fe-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.4570, L = 0.2370 klft, Trib= 1.0 ft Point: E = 2.682 k @ 6.250 ft Point: E = 2.682 k@ 14.750 ft Design Summary Max fb/Fb Ratio = 0.725 · 1 fb: Actual: 2,074.68 psf at 10.500 ft in Span# 1 Fb :Allowable : 2,860.34 psi Load Comb: +1.090D+0.750Lr+0.750L +1.575E Max fv/FvRatio = 0.435: 1 fv : Actual : 126.25 psi at 19.530 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +1.090D+0.750Lr+0.750L +1.575E L ___ _ Max Reactions (k) Q !o .!:!: §. '!:1. .E ti Max Deflections 0(0.4570) L(0.2370) ' 21.0 ft, 7x18 Density Left Support 5.09 2.49 2.68 Downward L +Lr+S 0.153 in Downward Total Right Support 5 09 2.49 2.68 Upward L +Lr+S 0.000 in Upward Total Live Load Deft Ratio 1644 >360 Total Deft Ratio Wood Beam Design : FB5 32.210 pcf l _ _j 0.675 in 0 000 in 373 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species: Fb-Tension Fb-Compr Applied Loads 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe-Prll 925 0 psi Fv 170 0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Beam self weight calculated and added to loads Unif Load: D = 0.5480, L = 0.590 k/ft, Trib= 1.0 ft Density 32 210 pcf Design Summary -----------·------------- Max fb/Fb Ratio = fb: Actual: 0.557; 1 750.44 pSI at 1,346.94 psi +D+L+H Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.431: 1 73.27 psi at 170.00 psi +D+L+H Q b 1.68 1.77 1.68 1.77 Wood Beam Design: FB6 3.000 ft in Span # 1 5.220 ft in Span # 1 Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio D1 0 54801 l{O 590) 6.0ft. 6x10 0.028 in Downward Total 0.000 in Upward Total 2617 >360 Total Defl Ratio 0.054 in 0.000 in 1343 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 Fb-Tension Fb-Compr Applied Loads 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Beam self weight calculated and added to loads Unif Load D = 0.170, L = 0.230 k/ft, T rib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.433; 1 583.33 psr at 1,347.20 psi +D+L+H 3.500 ft in Span# 1 6.393 ft in Span# 1 0(0.170) L(0.230) • 7.0 ft, 6x8 Density 32.210 pcf 0.253: 1 43.06 psi at 170.00 psi +D+L+H ....... _, ____________________ _ Max Reactions (k) Left Support Right Support Q b 0.63 0.81 0.63 0.81 ti Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0.040 in Downward Total 0.000 in Upward Total 2080 >360 Total Defl Ratio 0.072 in o.ooo in 1169 >240 Title : Ball Garage Job# 1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012, 12:38PM Wood Beam Design : FB7 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species : Fb-Tension Fb-Compr Applied Loads 5.25x9.5, Parallam, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi 2900 psi Fe-Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Beam self weight calculated and added to loads Unif Load: D = 0.4420, L = 0.420 klft, 0.0 ft to 6.0 ft, T rib= 1 .0 ft Unif Load: D = 0.1070, L = 0.170 klft, 0.0 to 10.0 ft, T rib= 1 .0 ft Unif Load: D = 0.20, L = 0.320 klft, 6.0 to 10.0 ft, Trib= 1.0 ft Density 32.21 pcf Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: 0.340; 1 982.45 ps1 at 6.000 ft in Span # 1 2,890.97 psi +D+L +H, LL Comb Run (*L) 0.377: 1 L,--------------~------0-(0._.1_07-ffi-L(-0._17~0)7.~~~--0-(0-20_)~-(0_3~-20 ________ ~ I f ~(9 442!!J L(6.426) --; • I " . ( I I Fv : Allowable : Load Comb: 109.20 psi at 5.220 ft in Span # 1 290.00 psi +D+L +H, LL Comb Run (LL) Q 1 g § ~ 6.0 ft 4.0 ft, 5.25x9.5 ~- -------------------- Max Reactions (k) Left Support Right Support 1.26 1.12 3.38 4.38 Wood Beam Design: FBS .t! Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0.108 in Downward Total -0.049 in Upward Total 886 >360 Total Deft Ratio 0.132 in -0.049 in 726 >240 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: Wood Species : Fb-Tension Fb-Compr Applied Loads . . . 6x1 0, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Beam self weight calculated and added to loads Unifload: D = 0.6880, L = 0.610 klft, Trib= 1.0 ft Density 32.210 pcf Design Summary_ ---------· ---------------~--------- 0 0.6880 l 0 610 Max fb/Fb Ratio = 0.635; 1 fb: Actual: 854.88 pSI at 3.000 ft in Span # 1 Fb : Allowable : 1,346.94 psi Load Comb: +D+L+H Max fv/FvRatio = 0.491: 1 \ fv: Actual: 83.47 psi at 5.220 ft in Span # 1 \ \ Fv : Allowable : 170.00 psi 6.011:, 6x10 Load Comb: +D+L+H Max Reactions (k) Q 1 1!: § ~ );_ .t! Max Deflections Left Support 2.10 1.83 Downward L +Lr+S 0.028 in Downward Total 0.061 in Right Support 2.10 1.83 Upward L +Lr+S 0.000 in Upward Total 0.000 in Live Load Deft Ratio 2531 >360 Total Deft Ratio 1179 >240 Wood Beam Design : FB9 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x14, Sawn, Fully Unbraced Wood Species : Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb -Compr 1 ,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Em in bend-xx 580.0 ksi Density 32.210pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1490, L = 0.170 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.660; 1 870.85 ps1 at 8.500 ft in Span # 1 1,318.83 psi +D+L+H 0.296: 1 50.33 psi at 15.923 ft in Span # 1 170.00 psi +D+L+H Q 1 Max Reactions (k) Left Support Right Support 1.41 1.45 1.41 1.45 ~~~~=00.1~490L=0.170~~~~~,~ 17.0 ft, 6x14 , I !:! ·~ ------------------· ---------·--------_____ j Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 0.178 in Downward Total 0.000 in Upward Total 1146 > 360 Total Defl Ratio 0.351 in 0.000 in 580 >240 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012. 12:38PM Multiple Simple Beam ...... Wood Beam Design: FB10 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Fb-Tension Fb-Compr Applied Loads Douglas Fir -Larch Wood Grade : No.1 1 ,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1 ,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Beam self weight calculated and added to loads Unif Load: 0= 0.0250->0.1190, L = 0.040->0.190 klft, 0.0 to 11.50 ft Density 32.210 pcf Design Summary ,--------------------------------, Max fb/Fb Ratio = 0.567; 1 fb: Actual: 762.88 ps1 at 6.325 ft in Span# 1 Fb : Allowable : 1 ,345.28 psi Load Comb : +D+L +H Max fv/FvRatio = 0.250: 1 fv: Actual: 42.58 psi at 10.887 ft in Span# 1 Fv: Allowable: 170.00 psi Load Comb : +D+L +H Max Reactions (k) Q 1 1r _g Y'1. .E !:! Left Support 0.38 0.52 Right Support 0.56 0.81 Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Deft Ratio 0(0.0250,0.1190) L(0.040,0.190) 11.50 II, 6x8 -----_____ ,_, _ _______j 0.147 in Downward Total 0.000 in Upward Total 937 >360 Total Deft Ratio 0.251 in 0 000 in 549 >240 Title : Ball Garage Job#1591.2.12 Engineer: AMC Project Desc.: Printed: 3 JUL 2012. 12:54PM Description : FB 11-FB 12 Wood Beam Design : FB11 Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 BEAM Size: 6x1 0, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb -Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1 ,600.0 ksi 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend -xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unifload: 0=0.1190, L=0.190k/ft, Trib= 1.0ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.623; 1 837.29 pSI at 1 ,343.63 psi +D+L+H 0.284: 1 48.24 psi at 170.00 psi +D+L+H Q 1 6.000 ft in Span# 1 11.240ft in Span# 1 12_0 ft, 6x10 '-----------··------ 1::!. Density Max Reactions (k) Left Support Right Support 0.78 1.14 Max Deflections Downward L +Lr+S Upward L +Lr+S 0 142 in Downward Total 0.78 1.14 0.000 in Upward Total Live Load Defl Ratio 1015 >360 Total Defl Ratio ----····----------·----------·······-· Wood Beam Design : FB12 32.210pcf 0.239 in 0.000 in 601 >240 BEAM Size: Calculations per 2005 NOS, IBC 2009, CBC 2010, ASCE 7-05 6x1 0, Sawn, Fully Unbraced Using Allowable Stress Design with 2009 IBC & ASCE 7-05 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fb-Tension Fb-Compr 1,350.0 psi Fe-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf 1,350.0 psi Fe-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.1190, L = 0.190 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb: 0.350; 1 470.98 ps1 at 9.000 ft in Span# 1 1 ,345.32 psi +D+L +H, LL Comb Run (LL) 0.263: 1 44.74 psi at 8.235 ft in Span# 1 170.00 psi +D+L+H, LL Comb Run (LL) Q 1 g ~ ~ Max Reactions (k) Left Support Right Support 0.44 0.64 1.32 1.92 1::!. 9.011 Max Deflections Downward L +Lr+S Upward L +Lr+S Live Load Defl Ratio 4.50 It, 6x10 0.098 in Downward Total -0.071 in Upward Total 1100 >360 Total Defl Ratio 0.116 in -0.071 in 926 >240 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 BASE SHEAR DESIGN The following data has been taken from Project Soils Report and the ASCE 7-05 as allowed by the 2010 California Building Code: Seismic Importance Factor= 1.0 Occupancy Category = II (Table 1-1) Site Class= D (11.4.2) Spectral Response Coefficient; Sos = 0.83 So1 = 0.48 Seismic Design Category = D (Table 11.6-1) R=6.5 bearing wall system -wood structural panel wall (Table 12.14-1) Seismic Base Shear shall be determined in accordance with Section 12.14.8.1 Equation (12.14-11) F = 1.1 (two-story building) Therefore (two-story) V = (1.1) (0.83) W = 0.140 W (6.5) Section 12.4 In Allowable Stress Load Combinations; E = (0. 7) V Base Shear E = (0.7) 0.140 W = 0.098 W SHEET: L1 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 WIND LOAD The Wind Load has been designed in accordance with Section 6.4, 'Method 1 -Simplified Procedure', in the ASCE 7-05 as allowed by the 2010 California Building Code: Basic Wind Speed (Sec. 6.5.4); V = 85 mph (Figure 6-1) Importance Factor (Sec. 6.5.5); Category II Structure (Table 1-1); therefore, I= 1.0 (Table 6-1) Exposure Category (Sec. 6.5.6); Surface Roughness B (Urban or Suburban); therefore, Exposure B Height and Exposure Adjustment coefficient, A (Figure 6-2); Assume 30ft mean roof height; therefore, A= 1.00 Main Wind-Force Resisting System (Section 6.4.2.1) Ps = A Kzt I Ps3o (Equation 6-1) Kzt = 1.0 (Section 6.5.7) Ps3o = 1 0.6 (Figure 6-2) Ps (15'-30') = (1.0) (1.0) (1.0) (1 0.6) Ps (0' -30') = 1 0.6 PSF SHEET: L2 J ~~~ Consulting Inc~ www. amcconsultinginc. com .... Project Name ________________ _ Project Address _______________ _ Project Number __ , '=>_-lf..:..t_..:.._'L_..:.·..:..' ?..... __ Date 7 .1..--.\1.- w\10 _,. 0 -.: (1lP-s.Y: y 11-{z._ "01') +-(\1~S~ x \'5.'5/'-x I.'S)+ (1of:,\ · \vl.z" '1,/'i'):-:. 07v/2 .. \-/1~-1-:,120 .,_ \ 0:::.0'1 '~ t1, voJf><.V.-S. W\ \ 1?':,\-" ,o~-z._ ><-'1 ""L-:: ?<;70 +-\'2-7 ~"'' =:. \(,.:.':>'&~ fi N_-<;. """' -::: \"1£l')y x tO(?.->< 0D tt><ooo -1-I"'>0'1S -· \ '10C) s of\ .s~w By __________ Sheet ___ of \..-~ . PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 GENERAL NOTE LATERAL RESISTING ELEMENTS CONSIST OF A FLEXIBLE WOOD DIAPHRAGM AND WOOD SHEAR WALLS. THE STRUCTURE WILL BE DESIGNED BASED ON OUR INTERPRETATION OF THE 2010 C. B.C. AND ANY APPLICABLE LOCAL CODE. BASE SHEAR FROM SHEET L 1-E = 0.098 W STORY DISTRIBUTION LEVEL AREA Wpsf WLB HFT WxH 2 q6 ?> ...,( 3~<{~5 t.::. 00Ll04S 1 0'{0 )< '-{q~q·s 1'0 ·iq~q:;o TOTAL ~7000 '~7f<k;'-fS Base Shear = 0.098 x WLB = 0.098 X 107000 WIND LOAD FROM SHEET L2 P (0'-30') = 10.6 psf WindLoadatlevel2= lO,<P f'';>~" (f.?"~-\1/'Z-)= \'2-1-t;~,.-;, %V o. 0'-{ o.~\o Vtotal 55/I ~at'/ q tbCoiO Wind Load at level1 = 10.& ?-sf->< (17.-/'Z-.+ I + 1°/-z...) -:t. 1"2-/ "\'1.. "1 ""' 7...Sv{ ff-j\ Vseismic / >< SHEET: G'{ ,..-~_fl-•1 < (,!,c.~<,·: N.-~ E-vJ 218 East Grand Avenue, #7 Escondido, CA 92025 760.747.8681 t 888.763.6575 f www.amcconsultinginc.com Pr~ectName __________________________________ __ Pr~ectAddress __ ~----------~----------------- Project Number ____ ,_;..c:s~q-'--,_. '2...:........·-'-' -z.._=---Date "7 :z .... \'L 0(1"\.ZIIb\'\ <ll?e<::. r-IO\ ti<£b\ y~lC,.tT cp.,..,-01L,,A.: ('11tH11-{C....) ~ f' ::.1. 0 -';,t.-1(.-..... -y_1 " 0~(:? 1 () -----'" 0.. .... (,.,1 (I X 0. 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"/; 151.:, --·'-+-'-+->+---• -~+r~s ., 1-1 ~ : 1:-Tfi---:. --~~-~----------· --·--,-;---· · ___ --~------·· "'ll--"'" o."i0" (n" ,-z.') >< 1& • .::;~/rz.__ ~ ~~:,t..q ''11~ I vPL-1P1-=-1°!7::.7 I ..,. \\Oj(., .z 'Z..~<>'lS /ti.?-5 y--s~ '5511/'L--"'-'L/'5\..,:; 0,0 = \'2:-/ >-"'.:>"?.--/?---::. 1.-o::,'1.....- 0.¥'----,_ 0,'-{0 )'( (11 "'t'L) >' L\ 'l../1--::. 70 ~ \ O:S90'5 vfLifl-.,_ 1'2.>'los /'1" 3'170 .z "1'2---~S" 1 'ItO.· ?IV' By ______ Sheet ___ of L-(o _ 218 East Grand Avenue, #7 Project Name ____________ :...__ _____ _ Escondipo, CA 92025 760.747::8681t · · -~ Project Address--'------~-------- 888.763.6575( k.•• www.amcconsultinginc.com Pr~ectNumber _____ ,~_~q~'--~_._,~ __ _ Date -.-- ' if,~-=o.{:!.~tl)t___ >< l00fqs'b) -~-(ss-11 "'lr3/tt5,!,) .,_ :,'L<;(p; . . ~ ' , -b.:. . • • I , -"-~-,.._,-:-,~-'-~ 'i ,_,__ ;.;-(.;t;'L-: +--·q;:-;'r~--~ \ \'1::-----r· ------ ._.,sw~ /r-1 -=-~t_CJ.:7 I /Co-~+ '-'-~ Y\PT-=--z._.;t) "-!o. S ,.. \1.--'-1"!6b0 :1""\.?--"'": O.'t0)' C'~>< 11-:) > lo.5 '1.-j,__ -:c 'Z-00~ . . 1"7'-'{"'J\ . I t1 S'IL-6'L-- --l-----·~-~e~-------------- I I I I i ! ! t 'vf By _____ Sheet ___ o --- 218 East Grand Avenue, #7 Escond~o, CA 92025 760.147.tJ681 t 888.763.6575 f www.amcconsultinginc.com Project Name __________ --'-------- Pr~ectAddress __ ~----------~---------------- Project Number ___ , s-_1.!..._1-'-. _"L-_._, L __ _ Date -.-- . . . i ---,--"-·-+--~--Hf~f"-_; ~N~T·t:z:-"5" "'-rz:c::x,;~ ·· L.J'rt~::-1>\vL / f~ ~ S5f1 7/0 ~ 1oo ""-1?0 ...-1 -:::: (00 x co ,.. , o -=-st,.oo o '\o~ ~~-o.'iV>< (Yi><to)x a;/)--z-.~ ·vo\1 '5-:l,'l,'b~ v~'-1~'\ "'-5':S?:><b'\ ( -foro/'{ "'--0"1./0 "'o '(/klt--J 1"'\<V::. o,'-{0:7.,.. ('"7" ,o) >< 11.--.s'i'Z.. ::. w?-6 1"{6'00 vf"' F-e ~ , -1 s'"\::70 f _ --, 1 ~co "'-L 1 '1 t; 17-.'-:, f-s~ ("JoCjq/t.-";-+-?.-10.? x (::,'L.;b,. <o/'-{o') ~ L!CfJS/ Vw :: (\( ... I "' <1 0 11. ') + '2..0 ~ 1...--+ ( 3 \' l.. r< 1:1 I'-( 0 ') ~ 5 I OJ '5 ?"J077 vP....,, P'l "'J '3:.011 /-2 __ ,::: \(o 1?;, <. 1..1 ~t s By ______ Sheet __ . of L."Q __ 218 East Grand Avenue, #7 Escond~do, CA 92025 , Pr~ectName __________ ___, ______ __ I ! 760.747:.8681 t .· ·:.~ \ Project Address---'------~-------- 888. 163.6575 f www.amcconsultinginc.com : ' Project Number _ ___,lc-S~-."'!....!I...:..· ....:.'7.-_ • ....:.,...:::.-z.....__ Date __ 7~-7.-~. ':.....'-__ .f'S-=-('foqq/2-) ~ (~-z..~1? "-~L-/'1o)-=-'-11511 _..;._;-;--. -: . l fw' ei ~{. "i ~<i.?J/7:.)-t·c c~ \\'1,;jy_ '>ft/'10\-::· ·507><:r ··---· (-z..)Hft'-t<b"' ,o By _____ Sheet __ of \....Cj- DESCRIPTION SHEARWALL NAILING 11,12) SHEAR TRANSFER VALUE 3x B.N. & SILL (1 ,2,3,4,5) BOTIOM PLATE (5) TOP PLATE MARK MATERIAL (7,9,10,13) FRAMING NAIL SIZE F.N. ATTACHMENT (PLF) REQ'D (6) E.N. (5/8" DIA. A.B.) (NAILS & LAGS) (CLIPS) 1 260 3/8" APA RATED NO 8d 6" 12" 48" o.c. 16d@ 6" o.c. A35@ 16" O.C. SHEATHING 2 350 3/8" APA RATED NO 8d 4" 12" 32" O.C. 16d@ 6"0.C. A35@ 12" O.C. SHEATHING 3 430 3/8" STRUCTURAL I YES 8d 4" 12" 32" o.c. 3/8" DIA. X 6" LAGS @ A35@ 12" O.C. RATED SHEATHING 12" o.c. (14) 4 550 3/8" STRUCTURAL I YES 8d 3" 12" 24"0.C. 3/8" DIA. X 6" LAGS @ A35@8"0.C. RATED SHEATHING 12" o.c. (14) 5 730 3/8" STRUCTURAL I YES 8d 2" 12" 24" o.c. 3/8" DIA. X 6" LAGS @ LTP4@ 12" O.C. RATED SHEATHING 8" O.C.(14) 6 665 1/2" STRUCTURAL I YES 10d 3" 12" 24" o.c. 3/8" DIA. X 6" LAGS @ LTP4@ 12" O.C. RATED SHEATHING 12" O.C. (14) 7 870 1/2" STRUCTURAL I YES 10d 2" 12" 16" O.C. 3/8" DIA. X 6" LAGS @ L TP4 @ 8" O.C. RATED SHEATHING 8" o.c. (14) 1/2" STRUCTURAL I 8 1100 RATED SHEATHING YES 8d 3" 12" 12" o.c. 3/8" DIA. X 6" LAGS @ L TP4 @ 6" O.C. (APPLIED BOTH SIDES 6" o.c. (14) OF WALL) (8) 7/8" PORTLAND CEMENT No. 11 GA. 1- 0 180 ON WOVEN WIRE MESH NO 1/2" LONG, 6" 6" 48" O.C. 16d@ 8"0.C. A35 @ 24" O.C. 7/16" HEAD -----------.. 1. ANCHOR BOLTS MUST BE EMBEDDED 7" MINIMUM INTO NEW CONCRETE, UNLESS NOTED OTHERWISE. WHERE SHEAR WALLS ARE TO BE A TIACHED TO EXISTING CONCRETE, 5/8"q> THREADED ROD ANCHORS SHALL BE EPOXIED WITH 5" MINIMUM EMBEDMENT INTO THE EXISTING FOOTINGS AT THE SPACING INDICATED IN ABOVE SCHEDULE. USE SIMPSON "SET-XP" EPOXY, ICC ES ESR-2508. (SPECIAL INSPECTION REQUIRED FOR EPOXY INSTALLATION.) 2. SILL PLATES TO BE ATIACHED USING A MINIMUM OF (2) ANCHOR BOLTS PER PIECE WITH ANCHOR BOLTS LOCATED 4" MINIMUM AND 12" MAXIMUM FROM EACH END. 3. ANCHOR BOLT HOLES TO BE DRILLED 1/32" MAXIMUM OVERSIZED. 4. FOUNDATION ANCHOR BOLTS IN ALL SHEARWALLS SHALL HAVE SQUARE STEEL PLATE WASHERS OF MINIMUM 3 INCHES BY 3 INCHES BY 1/4 INCH THICKNESS UNDER EACH NUT. THE NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING WALL FRAMING. 5. USE DOUGLAS FIR NO.2 PRESSURE TREATED SILL PLATES. ENGINEER TO BE NOTIFIED FOR RE-DESIGN IF OTHER SPECIES OF SILL PLATES ARE USED OR ARE A PART OF THE EXISTING BUILDING. 6. WHERE NOTED, FRAMING AT FOUNDATION SILL PLATES, AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTIING PANELS, SHALL BE 3x NOMINAL OR THICKER. ALL SILL PLATE AND SHEATHING JOINT NAILING SHALL BE STAGGERED. 7. SHEAR PANELS SHALL BE APPLIED DIRECTLY TO STUD FRAMING AT 16" O.C. MAXIMUM. 8. WHERE SHEATHING PANELS ARE APPLIED ON BOTH FACES OF THE SHEARWALL, SHEATHING PANEL JOINTS SHALL OCCUR AT 3x NOMINAL OR THICKER FRAMING MEMBERS. PANEL JOINTS ON EACH SIDE OF WALL SHALL BE STAGGERED 9. ALL WOOD SHEA THING PANEL EDGES SHALL BE BLOCKED WITH MINIMUM 2x BLOCKING, UNLESS NOTED OTHERWISE. 10. SHEARWALLS WITH MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED JOINTS. 11. ONLY COMMON NAILS ARE TO BE USED FOR ALL SHEATHING ATIACHMENT. NAIL GUNS USING "CLIPPED HEAD" OR "SINKER" NAILS ARE NOT ACCEPTABLE. 12. PROVIDE 3/8" MINIMUM EDGE DISTANCES FOR ALL SHEATHING AND FRAMING MEMBER EDGE NAILING. 13. STUCCO AND/OR EXTERIOR VENEER OVER A WOOD SHEATHING SHEARWALL SHALL BE WATERPROOFEDWITH A MINIMUM OF (2) LAYERS OF 151b. FELT PAPER. 14. LAGS SHALL BE STAGGERED TO 4x BLOCKING. CIJ :X: ~ :::c ~ r r CIJ (") :X: m c c: r m ""0""0 ::0::0 00 c... c... mm ~~ zz 0 )> : . s:: m -"CO 0'1)> <Or ...... , !'vQ -")> N~ G) m C/) :I: m m :-; =-0 218 East Grand Avenue, #7 Project Name ___________ --'-------- Escond~do, CA 92025 760.747~8681 t-· · ·-Project Address---'-------~-------- 888.763.6575t .. www.amcconsultinginc.com Project Number __ .:..:,5::::..q.l.:~..:..-'t..:;__-'.:..::t--:;__ __ Date r.~.,'L ' ' . : : ; i-...._;._ __ . _____ ;_-+--·-•-...:_ ... ~.-----· _. "-"'•• ...... --·-···--~·--' . (I -1-0. \0 56 q ~') <l -1-0. St,S 5L a. E. -\-0.15 I- \.Oq9 By _____ Sheet __ of~ \ Project Name __________ __;_ _____ _ ,> l Project Address--'------~--------:----- 1 Pr~eclNumber ---'-'~s~q~l~.~~·~'~----Date vl~r ~ ":)0~-sf"" l-z.'f<--""1..-)"' '-\l~ vJwf"'M... ~ \1~~~ "1'Z.. ~ 'Lov( w ~q_ ""-(o6" ~-s\-..,.. '1..-\f'l--::._ to'O "2, vJ'(IU-v-: lo'5~~'\-• 0.<6l-z-'0. L.lC7 vJwf'CVIA-;. \'l~'::,~ "-•0 ~ \10 1000 B Sheet __ of _f_L. Y---·---- Date 1.-;., 1...-__ ..:..._:_~=----- _I ' I. ... -'\ v~IC. 1 7,:.. o ~a "' r<0 · ~<-~ \ A ~ ~ •. 07 ':;,0_ v :-o \ SlJ o o11 -:: I .c;; ~ ~ -:.: 1.-. I'-{ '1,..000 By _____ Sheet __ of __f1.:_ PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 GENERAL NOTES 1. ALL CONSTRUCTION INCLUDING MATERIAL AND WORKMANSHIP, SHALL CONFORM TO THE PROVISIONS OF THE 2009 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), WITH THE GOVERNING AGENCY AMENDMENTS AND STANDARDS REFERENCED THEREIN. WHEREVER CODE OR IBC IS REFERENCED IN THE FOLLOWING GENERAL NOTES OR OTHER NOTE SECTIONS, IT SHALL IMPLY THE IBC REFERENCED ABOVE. ALL PROJECTS LOCATED IN THE STATE OF CALIFORNIA SHALL CONFORM TO THE 2010 CALIFORNIA BUILDING CODE (CBC) AND REFER TO THE CBC IN LIEU OF THE AFOREMENTIONED IBC. 2. ALL ASTM STANDARDS LISTED HEREIN SHALL BE AS REFERENCED IN THE LA TEST ISSUE OF THE ANNUAL BOOK OF STANDARDS OF THE AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM). 3. THE CONTRACTORS SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS PRIOR TO STARTING WORK. THE ARCHITECT AND ENGINEER OF RECORD SHALL IMMEDIATELY BE NOTIFIED IN WRITING OF DISCREPANCIES. 4. ALL OMISSIONS AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD, ARCHITECT, AND FIELD INSPECTOR. THE ARCHITECT OR ENGINEER OF RECORD SHALL PROVIDE A SOLUTION PRIOR TO PROCEEDING WITH ANY WORK AFFECTED BY THE CONFLICT OR OMISSION. 5. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THESE GENERAL NOTES AND/OR STANDARD DETAILS SHOWN ON SHEET SN1, SN2AND SN3. TYPICAL DETAILS SHALL BE USED WHENEVER APPLICABLE. 6. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 7. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS OR DETAILS ON THESE STRUCTURAL DRAWINGS. 8. THE CONTRACTORS SHALL PROVIDE AND MAINTAIN ADEQUATE SHORING AND BRACING AS REQUIRED FOR STABILITY OF THE STRUCTURE DURING ALL PHASES OF CONSTRUCTION. THESE DRAWINGS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. 9. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, BLOCK-OUTS, etc. SHALL NOT BE PLACED IN SLABS, BEAMS, GIRDERS, COLUMNS, WALLS, FOUNDATIONS, etc. NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. IF ANY PIPES, DUCTS, CONDUIT, etc. ARE PLACED THAT ARE NOT SHOWN ON THESE STRUCTURAL DRAWINGS, THE ARCHITECT AND ENGINEER OF RECORD SHALL BE NOTIFIED (SEE PARAGRAPH 4 ABOVE). SHEET: S 1 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 10. ANCHOR BOLTS OR INSERTS FOR EQUIPMENT ANCHORAGE OR INSTALLATION SHALL BE DESIGNED FOR SEISMIC ZONE 4 BY A CIVIL ENGINEER OR STRUCTURAL ENGINEER REGISTERED IN THE STATE OF CALIFORNIA AND SHALL BE IDENTIFIED ON THE MECHANICAL OR ELECTRICAL SHOP DRAWINGS. 11. THE CONTRACTORS SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. THE CONTRACTORS SHALL DEFEND, INDEMNIFY, AND HOLD THE ENGINEER OF RECORD FREE AND HARMLESS FROM ALL CLAIMS, DEMANDS AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPT FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE ENGINEER OF RECORD. 12. IF THE CONTRACTOR PROPOSES ANY SUBSTITUTION, NEW CALCULATIONS AND DETAILS MAY HAVE TO BE PREPARED, EXISTING DETAILS MAY HAVE TO BE ALTERED, AND NEW DRAWINGS MAY HAVE TO BE SUBMITTED TO THE BUILDING DEPARTMENT. THE CONTRACTOR SHALL PAY THE ENGINEER OF RECORD'S FEES TO ALTER THE APPROVED PLANS. THE CONTRACTOR SHALL ALSO PROCESS THE REVISED PLANS REFLECTING ALL SUBSTITUTIONS THROUGH THE APPROPRIATE OFFICE OF ALL GOVERNING AGENCIES. REINFORCED CONCRETE FOUNDATIONS 1. THE MINIMUM 28-DAY CYLINDER STRENGTH SHALL BE AS FOLLOWS, U.N.O. CONCRETE ELEMENT SLAB ON GRADE CONTINUOUS FOOTING SPREAD/PAD FOOTINGS PILES AND CAISSONS GRADE BEAMS f'c 2500 PSI 2500 PSI 2500 PSI 3000 PSI 3000 PSI ALL CONCRETE REQUIRED TO BE MORE THAN 2500 PSI SHALL HAVE SPECIAL INSPECTION PER 20091BC 1704.4. 2. PORTLAND CEMENT SHALL CONFORM TO ASTM C 150, TYPE I OR II. 3. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C 33 AND SHALL BE AS DEFINED IN SECTION 1903. AGGREGATES FOR LIGHT WEIGHT CONCRETE SHALL CONFORM TO ASTM C 330. STRUCTURAL LIGHT WEIGHT CONCRETE SHALL HAVE A DENSITY RANGE OF 110 TO 115 PCF. SHEET: S 2 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 4. ADMIXTURES PER ACI 318 SECTION 3.6 MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER OF RECORD. 5. READY-MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C 94 AND ACI 318 SECTIONS 5.8, 5.9 AND 5.1 0. 6. MINIMUM CONCRETE COVER (IN INCHES) FOR REINFORCING STEEL IN NON- PRESTRESSED CAST-IN-PLACE CONCRETE SHALL BE AS FOLLOWS: LOCATION MIN. COVER (IN.) A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 B. FORMED SURFACES EXPOSED TO EARTH OR WEATHER: #6 AND LARGER BAR 2 #5 BARS, 5/81NCH WIRE, AND SMALLER 1-1/2 C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH: #14 AND #18 BARS 1-1/2 #11 AND SMALLER 3/4 (SLABS, WALLS, JOISTS) PRIMARY REINFORCEMENT, STIRRUPS, TIES OR SPIRALS 1-1/2 (BEAMS, GIRDERS, COLUMNS) 7. SLEEVES, PIPES AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINGS, GRADE BEAMS, PILE CAPS OR TIE BEAMS UNLESS APPROVED BY THE ENGINEER OF RECORD AND SHOWN IN STRUCTURAL DETAILS. 8. ALL SLEEVES THROUGH BEAMS, GIRDERS AND FOUNDATION WALLS SHALL BE INSTALLED AND SECURED IN POSITION PRIOR TO PLACING CONCRETE. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS, SLEEVING SHALL NOT BE PERMITTED UNLESS APPROVED BY THE ARCHITECT AND ENGINEER OF RECORD. 9. CONDUIT SHALL NOT BE PLACED IN ANY CONCRETE SLAB LESS THAN 3-1/2 INCHES THICK. IF CONDUIT IS PLACED IN CONCRETE SLAB, ITS OUTSIDE DIAMETER SHALL NOT BE GREATER THAN ONE THIRD OF THE SLAB THICKNESS. 10. ALL EXPOSED CORNERS SHALL BE CHAMFERED 3/4 INCH (U.N.O.). 11. FRAMING CONTRACTOR TO VERIFY LOCATION OF HOLDOWNS PRIOR TO POURING OF CONCRETE FOUNDATIONS. 12. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN THE CONCRETE AND FOR EXTENT OF DEPRESSIONS, CURBS, AND RAMPS. SHEET: S 3 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 13. ALL VERTICAL SURFACES OF CONCRETE ABOVE FINISHED GRADE SHALL BE FORMED. 14. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS DUE TO ARCHITECTURAL C.I.P. CONCRETE. 15. rgJ ALL FOUNDATION CONSTRUCTION SHALL FOLLOW RECOMMENDATIONS FOUND IN THE PROJECT SOILS REPORT BY OTHER. -OR- O NO SOILS REPORT PROVIDED FOR THIS PROJECT. MINIMUM SOILS DESIGN VALUES SHALL BE PER CBC TABLE 1806.2, ASBP = 1500 psf. SOILS DESIGN VALUES ARE SUMMARIZED ON SHEET SN1, "STRUCTURAL DESIGN BASIS". 16. IF THE BUILDING INSPECTOR SUSPECTS EXPANSIVE SOILS BASED ON OBSERVATION OF THE FOUNDATION EXCAVATION, HE/SHE MAY REQUIRE SOIL EXPANSION INDEX TESTS IN ACCORDANCE WITH CBC 1803.5.3 OR CHAPTER 6, DIV. 7, TITLE 8 OF THE SAN DIEGO COUNTY CODE AND RESUBMITTAL OF PLANS TO PLAN CHECK TO VERIFY THAT THE SOIL ENGINEER'S RECOMMENDATIONS HAVE BEEN INCORPORATED. REINFORCING STEEL 1. DEFORMED BAR REINFORCEMENT SHALL CONFORM TO THE FOLLOWING GRADES OF ASTM A 615. GRADE 40 -#3 AND SMALLER GRADE 60 -#4 AND LARGER 2. DETAILS OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH CBC SECT. 1907 AND OTHER SECTIONS ACCORDING TO APPLICATION. 3. LAPS AT BAR SPLICES IN CONCRETE CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-1, "CONCRETE LAP SPLICE TABLE", AND NOT LESS THAN 121NCHES. 4. LAPS AT BAR SPLICES IN MASONRY CONSTRUCTION SHALL BE AS SHOWN ON SHEET SD-1, "MASONRY LAP SPLICE TABLE", AND NOT LESS THAN 48 db. 5. VERTICAL REINFORCEMENT SHALL BE TIED OR OTHERWISE FIXED IN POSITION AT THE TOP AND BOTTOM AND AT INTERMEDIATE LOCATIONS, SPACED NOT GREATER THAN 192 BAR DIAMETERS (SEE DETAILS FOR OTHER REQ'TS). SHEET: S 4 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 6. WALLS, PILASTERS, AND COLUMNS SHALL BE DOWELED TO THEIR SUPPORTING FOOTINGS WITH REINFORCEMENT OF THE SAME SIZE, GRADE AND SPACING AS THE VERTICAL REINFORCEMENT IN THE WALLS, PILASTERS, AND COLUMNS (U.N.O.). 7. BAR SUPPORTS SHALL BE PROVIDED IN ACCORDANCE WITH THE PROVISIONS OF "BAR SUPPORT SPECIFICATIONS" AS CONTAINED IN THE LATEST EDITION OF THE "MANUAL OF STANDARD PRACTICE" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI). 8. REINFORCING STEEL DETAILING, BENDING, AND PLACING SHALL BE IN ACCORDANCE WITH THE CRSI "MANUAL OF STANDARD PRACTICE", LATEST EDITION. 9. ALL REINFORCEMENT SHALL BE SECURELY TIED IN PLACE BEFORE PLACING CONCRETE OR GROUT. 10. WELDING OF CROSSING BARS AND TACK WELDING OF REINFORCEMENT SHALL NOT BE PERMITTED. 11. CONTRACTOR SHALL SUBMIT REINFORCING STEEL SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION AND INSTALLATION. 12. WELDING OF ALL REINFORCING STEEL TO STRUCTURAL STEEL SHALL BE LIMITED TO THOSE AREAS SPECIFICALLY SHOWN ON THE PLANS. ANY OTHER WELDING SHALL REQUIRE THE APPROVAL OF THE GOVERNING AGENCY, FIELD INSPECTOR AND ENGINEER OF RECORD. 13. FLARE GROVE WELDS SHALL, IN ADDITION TO ALL SPECIFICATIONS LISTED ABOVE, COMPLY WITH THE REQUIREMENTS OF THE NINTH EDITION OF THE "MANUAL OF STEEL CONSTRUCTION-ALLOWABLE STRESS DESIGN" AS PUBLISHED BY THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC. TIMBER 1. SAWN LUMBER SHALL BE DOUGLAS FIR-LARCH CONFORMING TO THE 2010 CBC SECTION 2303 AND ANSIIAF&PA NDS-2005 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (AND SUPPLEMENT) REVISED 2005, AND SHALL BE GRADE MARKED BY EITHER WCLIB OR WWPA. 2. SAWN STRUCTURAL FRAMING MEMBERS SHALL BE AS FOLLOWS (U.N.O.): MEMBERS 2x WALL STUDS@ 16" O.C. 2x FLOOR JOISTS AND ROOF RAFTERS BEAMS AND HEADERS (4x, 6x, 8x) POSTS (4x, 6x, 8x) GRADE D.F.#2 D.F. #2 D.F. #1 D.F.#1 SHEET:S 5 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 3. ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL BE PRESSURE TREATED DOUGLAS FIR. 4. ALL SILL PLATES BEARING ON CONCRETE OR MASONRY SHALL HAVE ANCHOR BOLTS PER SHEARWALL SCHEDULE. ELSEWHERE, INSTALL 5/8"cp x 10" LONG L- BOL TS PLACED WITHIN 12" MAX. (4-1/2" MIN.) FROM EACH END OR SPLICE, WITH 60" MAX. SPACING, MIN. 2 ANCHOR BOLTS PER EACH PLATE. 5. SILL PLATES OF INTERIOR, NON-BEARING, NON-SHEAR WALLS MAY BE FASTENED TO A CONCRETE SLAB USING HIL Tl 'X-ZF72' LOW VELOCITY POWDER-ACTUATED FASTENERS (ICBO #ER-1290). CONCRETE SLAB IS TO BE NORMAL WEIGHT CONCRETE AND CURED AT LEAST 7 DAYS. PLACE FASTENERS 6 INCHES FROM ENDS OF SILL AND AT 36 INCH (MAX.) SPACING BETWEEN. 6. ORIENTED STRAND BOARD AND PLYWOOD SHEATHING SHALL CONFORM TO U.S. PRODUCT STANDARDS PSI OR PS2, APA PERFORMANCE STANDARD PRP 108, AND CBC SECTION 2303. U.N.O., THE MINIMUM GRADES AND SPAN INDICES SHALL BE AS FOLLOWS: ROOF SHEATHING FLOOR SHEATHING WALL SHEATHING GRADE RATING APA RATED SHEATHING, EXP. 1 APA-RA TED STURDI-FLOOR T&G PER SHEARWALL SCHEDULE, MIN. APA RATED SHEATHING, EXP. 1 SPAN 24"MIN. 24"MIN. (N/A) 7. GLUED LAMINATED TIMBERS SHALL BE FABRICATED IN ACCORDANCE WITH THE ANSI/AITC A190.1-1992 "STRUCTURAL GLUED LAMINATED TIMBER, AITC 117 OR APA-EWS 117, AND ASTM D3737-89a. EXTERIOR GLUE TO BE USED WITH INTENDED DRY USE CONDITION PER 2005 NDS SECT 5. COMBINATIONS AND USES SHALL BE AS FOLLOWS: KEY 24F-V4 24F-V8 COMBINATION NO. EWS 24F-V4 DF/DF EWS 24F-V8 DF/DF USE SIMPLE SPAN CONTINUOUS AND CANTILEVERS 8. FOR STRUCTURAL GLUED LAMINA TED TIMBER MEMBERS, AN AITC CERTIFICATION OF CONFORMANCE OR A CERTIFICATE OF CONFORMANCE ISSUED BY A CURRENT ICBO APPROVED QUALITY CONTROL AGENCY, MUST BE SUBMITTED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. THE MAXIMUM MOISTURE CONTENT OF THE LAMINATIONS AT TIME OF MANUFACTURE SHALL NOT EXCEED 12% FOR DRY CONDITIONS OF USE. SHEET: S 6 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 9. LVL, PSL, AND LSL ENGINEERED WOOD MEMBERS SHALL BE PER TRUS-JOIST MACMILLAN, ICC ES ESR-1387, MICROLLAMS, PARALLAMS, AND TIMBERSTRAND RESPECTIVELY. ALTERNATES MUST BE ICBO-APPROVED AND REVIEWED BY ENGINEER OF RECORD. 10. WOOD I-JOISTS SHALL BE IN COMPLIANCE WITH THE FOLLOWING STANDARDS: I-JOIST MANUF. TRUS-JOIST MACMILLAN ALL OTHERS STANDARDS ICC ES ESR-1153 (T Jl, T JI/PRO MEMBERS) ASTM D5055, APA FORM QM-3005 11. FRAMING ANCHORS, POST CAPS, COLUMN BASES, AND OTHER CONNECTORS SPECIFIED ON DRAWINGS SHALL BE AS MANUFACTURED BY "SIMPSON STRONG-TIE" OR AN ENGINEER-APPROVED EQUAL ALL CONNECTORS TO BE FULLY NAILED OR BOLTED AS SPECIFIED PER MANUFACTURER 12. BARS AND PLATES SHALL CONFORM TO ASTM A36. SOL TS, UNLEADED SOL TS, WASHERS AND DRIFT SOL TS SHALL CONFORM TO ASTM A307. 13. NUTS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A563, GRADE A. 14. ALL BOLT HEADS (MACHINE AND LAG) AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS, U.N.O. 15. MACHINE BOLT (THRU-BOL T) HOLES IN WOOD SHALL BE DRILLED A MAXIMUM 1/32" LARGER THAN THE NOMINAL SOL T DIAMETER 16. LEAD HOLES FOR LAG SCREWS GREATER THAN 3/8"q> SHALL BE BORED AS FOLLOWS: 40% -70% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. CLEARANCE HOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK, AND THE SAME DEPTH OF PENETRATION AS THE LENGTH OF THE UNTHREADED SHANK. LAG SCREWS SHALL BE INSERTED BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER 17. NAILING OF SAWN MEMBERS SHALL CONFORM TO THE CBC TABLE 2304.9.1, U.N.O. ON THE STRUCTURAL DETAILS. 18. NAIL HOLES SHALL BE PRE-DRILLED WHEN NECESSARY TO PREVENT SPLITTING. 19. CUSTOM STEEL HARDWARE CONNECTORS FOR WOOD OR GLUED LAMINATED TIMBER SHALL BE FABRICATED FROM STEEL CONFORMING TO ASTM A36. WELDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1-2000. SHEET:S 7 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 20. HORIZONTAL DIAPHRAGM NAILING SHALL CONFORM TO 2010 CBC TABLE 2306.2.1(1) AND 2306.2.1(2). STRUCTURAL PANEL SHEARWALLS SHALL CONFORM TO 2010 CBC TABLE 2306.3. NOMENCLATURE IS DEFINED AS FOLLOWS (PER DETAILS): BN = BOUNDARY NAILING, AT DIAPHRAGM BOUNDARIES AND AT EDGES OF OPENINGS EN= EDGE NAILING, AT CONTINUOUS PANEL EDGES FN = FIELD NAILING, AT INTERMEDIATE FRAMING MEMBERS 21. WHERE DIAPHRAGM BLOCKING IS SPECIFIED FOR ROOFS OR FLOORS, USE 2x4 FLAT BLOCKING WITH 'Z' CLIPS, U.N.O. 22. HORIZONTAL SHEATHING SHALL BE CONTINUOUS OVER TWO OR MORE SPANS, AND THE FACE GRAIN (LONG DIRECTION) OF SHEA THING SHALL BE PERPENDICULAR TO SUPPORT MEMBERS. 23. SIMPLE SPAN WOOD MEMBERS, NOT SHOP CAMBERED, SHALL BE ERECTED WITH THE NATURAL CAMBER UP. FOR CANTILEVERED WOOD MEMBERS, CONSULT THE ENGINEER OF RECORD. 24. SPECIAL PROVISIONS FOR SHEAR WALLS WITH SHEATHING ON BOTH SIDES (WHERE SPECIFICALLY INDICATED ON THE PLANS): A. SILL PLATE SHALL BE 3x P.T.D.F. B. ALL STUDS AND BLOCKING AT PANEL EDGES SHALL BE 3x MIN. C. ALL OTHER INTERMEDIATE STUDS SHALL BE 2x @ 6" O.C. D. END POSTS (OR COLUMNS) SHALL BE AS SPECIFIED ON THE DRAWINGS. E. BOTH VERTICAL AND HORIZONTAL INTERIOR PANEL JOINTS ON OPPOSITE SIDES OF THE WALL SHALL BE STAGGERED. F. THE SHEATHING ON THE FIRST SIDE MUST BE NAILED BEFORE THE FRAMING INSPECTION. THE SHEA THING ON THE OTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO THE INSTALLATION OF WALL SURFACE COVERING. G. NO PENETRATIONS OR NOTCHES ARE PERMITTED OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 25. PROVIDE DOUBLE 2x STUDS TO SUPPORT ALL BEAMS, UNLESS POSTS ARE SPECIFIED ON THE PLANS. 26. DOUBLE BLOCK UNDER ALL POSTS. DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS, UNLESS OTHERWISE SPECIFIED. 27. TOP PLATES OF ALL WOOD STUD WALLS SHALL BE 2-2x (SAME WIDTH AS STUDS), LAP 48 INCH MINIMUM, WITH AT LEAST 12-16d NAILS AT EACH SIDE OF LAP AND NOT MORE THAN 6 INCHES BETWEEN NAILS (SEE PLANS IF STRAPS ARE REQUIRED). SHEET: S 8 PROJECT NAME: BALL GARAGE PROJECT NO: 1591.2.12 28. NOTCHING OF BEAMS OR JOISTS SHALL BE PERMITTED ONLY PER 2005 NDS SECTION 3.2.3, DETAILED AND APPROVED BY THE ENGINEER OF RECORD. HOLES DRILLED IN JOISTS SHALL NOT BE WITHIN 2 INCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER SHALL NOT EXCEED ONE THIRD THE DEPTH OF THE JOIST. 29. MOISTURE CONTENT OF SAWN LUMBER AT TIME OF PLACEMENT SHALL NOT EXCEED 19%. 30. DIAPHRAGM NAILS OR OTHER APPROVED SHEA THING CONNECTORS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEA THING. 31. PRE-ENGINEERED ROOF AND FLOOR TRUSSES SHALL COMPLY WITH THE DESIGN REQUIREMENT OF THE 2010 CBC, AND THE DESIGN LOAD REQUIREMENTS AS SET IN THE ENGINEERING CALCULATIONS. A COPY OF THE PROJECT DESIGN LOADS SHALL BE FURNISHED BY THE DESIGNER/ENGINEER TO THE TRUSS MANUFACTURER WHEN THE TRUSS ORDER IS PLACED. 32. FASTENERS FOR PRESERVATIVE-TREATED AND FIRE-RETARDANT-TREATED WOOD SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. SHEET: S 9 Iii! II lUMBER SPECIFICATIONS TC: 2x4 OF 12 SC: 2x4 OF 112 WEBS: 2X4 Of STANO TC LATERAl SUPPORT <= 12'0C. liON. BC LATERAL SUPPORT <= 12'0C. UON. OVERHANGS: 25.6' 25.6' TIIUSSSPAN 21'-D.O' LOAD DURATION INCREASE = 1 .25 SPACED 24.0' O.C. LOADING ll( 20.0)+0L( 8.0) ON TOP CHORD • OL ON BOTTOII CHORD = TOTAL LI!AD = 2&.6 I'SF 5.() PSF 33.0 PSF Connector plate prefh designators: C,CN11:t81.&N18 {or no P.re1io = CompuTrus, Inc M,M2oHS,M18HS 11118 " II1Tek Mt series LIItrTED STOIIAGE DOES NOT APPLY DUE TO THE SPATIAl REQUIREMENTS Of C8C 2010 NOT BEING IIET. B!ITTOII CHOIIO CHECKED FOR IOPSF UYE LOAD. TOP ... Q ~ 0 1. AND BOTTOM CHORD LIVE LOAIIS ACT NON-GGIICURREIITLY, 10-06 10·06 5·10·11 4·07·05 4-07-0S S-10-11 12 12 a.oo v M-4x5 '<:::::::1 s.oo ....:::::J4.00 12 4.0' 4 ,f-,( 4.00 1:::::... 12 5-08-15 4·09-01 4-09-01 5-08-15 BEARIIIG LOCATIONS o·-o.o• 21'· o.o• This design prepared from computer input by RAMONA TRUSS CO. INC • C8C2010/lBC2009 1· 2•! -191 51 2· a• -za~s 2ss 3-4=!·21121 229 4· 5= ·21121 229 5-II" -2885 296 6-1= -191 51 IMX VERT REACTIONS IIAX MEMBER FORCES 2-8=( ·252,2639 8· 9•( -266 2644 9-10•{ ·266 2644 10-8•(-262 2839 4Vill/tiDF/Cq=1.0D 8-3•( 0) 167 3-&•( ·671) 56 9-4•( ·137! 1$07 9· S•( ·871 58 5-10•( 0 167 MAX HORZ AEACTIOHS I!RG REQUIRED BRG AREol. -10!1/ 809Y -133/ 1331! SIZE SQ.IN. (SPECIES~ 3.50' 1.29 OF l625 ·1G9/ 808'1 ·133/ 133H 3.50' 1.29 DF 625 VERTICAl DSFLECTlON LIIIJTS: LL=L/240, TL=L/180 IIAX LL llEFL = ·0.018' » ·2' • 0.8' Allowed= 0.213' 11AX Tl DEFL = ·0.026' ' ·2'-11.8' Allowed • 0.284' IIAX lL OEFL = ·0.281' • 10' • 6.0' Allowed = 1.021' IIAX TL DEFL = ·0.464' P 10'-6.0' Allowed." 1.361' 11AX LL DEFl • ·0.018' f 23' • 0.8' Allowecl = 0.213' IIAX TL DEFL = -0.026' II 23' • 0.8' Allowed ~ 0.284' YAX HORIZ. LL DEFL = 0.239' f 20' • 0.5' MAX IIORIZ. TL DEFL = 0.395' t 20' • 8.5' Th:l8 truu does not include an~ U•e dependent deforaation for long tera load1ng (creepj in the total load deflection. The building deugner shall verify tbat this para•eter fits with the intended use of this co~~pt~nent. Wind: 85 mph, h=l5ft, TCDL•4.8,8CDL=3.0, ASCE 7-05, Enclosed, cat.2, £xp.C, IIWFRS, interi&r zone, load duration faetor=1.6 illax CSI· IC·US BC·D,SZ Web:0.65I ... 0 ->(' -}'~ 0 10~06 10·06 2·00 2-00 21·00 2-00 JOB NAME: 't?A l L Truss: A DES. BY: MJ DATE: 7/13/2012 SEQ.~ 5241341 TRANS ID: 343986 111111111111111111 WARNINGS• 1. Bulldlr and orecllon oo-should be advls.O of all Gon""" Noteo dii<IW..-gs ___ n .... 2. 2M....._....,webbraeingmustbe --"' shown•. 3. Mlllorallomo raloling--. such• '-Y""d porm0111111 -..nybrac:b\g muot be dtoigoed by delf!lner ofcomploto _,. ~rrua ...... mes naruiiJ'CII'Iiii>IBI'arsueltbl&dng. 4. No-ohoulclbe applied lo any-~~~ Utltil-Blllln1cfll9and fasllneosore..,..,.ota and otno...., &hc>uld any loods JIAI&terthan daign loads baapplledloany-nt S. ConlpuTIUOhaanoccollldi(NOiandassu,...no"'~ltyl'arlh<o fabri<:ation,halldli119,sbipmentaod_of_. 6. This dotign l!i fllmlshed oubject to the-oat for!h by lPIIWI'CAin 8C51. copies afwhk:hwlll be !Umlshedupon request. Mirek USA,Inc.ICcfi,puTrus Soll.ware 7.6.2(1L)-E Scah: 0.2626 GENERAL NOTES. -OihOMI$8- 1. ThiolnlDdellgn iiO~uate l'arlhedoolgnJ::.--· Rwiew =.as=-... ~~ofiiMibul "'dftlgne<.no!lhe 2. Design ........ lherop lftd bottom ohonl8lo be tat-yl>taced at 2' o.c:. and "'10' o.c. "'"pecllvely unteso braced U...ughout-lellQih by oantlr>ucu•sbea1hlr1g011Ch .,.plywood~~ ilhdlordfYWOII(BC). !: :.:.~'1;~-=~==::wn~otor. 5. OUIQn......,..INIMIIINiobeuoedinanan.-envlronmtml, and..,.rar•t~ry-· ofuoe. ft. DMign ......,..lUll bearing ~••" •llf'POI'II"'-" Shim or wodge w n-....ry. ~: =.::r:-~=.":i="!.p!-solhelroontor U-Cilincldewithi"""OOIIII>rllne$. ,•t.rr~cor:.::..~cte.:=.,. ... ESR-1311. eSR-11188j~T.k) (!6 ,z,,~.,.., l: -~ IIUIII Lli118ER SPECifiCATIONS TC: 2~4 DF 12 BC: 2x4 OF 112 WEBS: 2x<4 DF STANO TC LATERAL SUPPORT <= 12'0C. UOH. 8C LATERAL SUPPORT <= 12'0C. UOH. OVEIIIIANGS: 25.6' 25.6' Staple Dr equal at nan· structural vertical •eMbers (uon). TRUSS SI'AM 21 '· D.O' LOAD IJURATIOH INCREASE = 1.25 SPACED 24.11' O.e. LOAD IN& Ll( 20,0)+0L( 8.0) OH TOP CHOIIIl • OL ON BOnOII tHO!IIl = TOTAL LOAD • 28.0 PSF S.O PSF 33.0 PSF UIIITEO STORAGE DOES NOT APPLY CUE TO THE SI'AT£AL REQUJREIIENTS OF CBC 2010 NOT BEING·IIET. BOTTOM tiiDRD CHEtKED fOR 1 OPSF LIVE LOAD. TOP G&nntctor plate prefix designators: C,Cli1C18,CN18 (or no prefix) = COIIpuTrus, Inc M,ll2oHS11118HS11116 "' lliTek !It series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. s iJ: 0 10·06 10-06 5·10-11 4-07·05 4·07-05 5~10-11 12 12 6.00 P' M·4X5 "«::::j !LOO ...::::.1 4.00 12 M-2.5X4 3 4.o• 4 H 4.00 1::::::,.. 12 5·08-15 4-09-01 4-09·01 5·08·15 BEARJ!jG lotAHON! O'· o.o· 21' • O.ll" 10-06 10-06 2·00 2-00 21-00 2-00 JOB NAME: Truss: A1 DES. BY: MJ DATE: 7/13/2012 SEQ.: 5241342 TRANS ID: 343986 11111111111111 WARNII!Gll: 1. lluldorand.,.....,COIIIniCIOtsh<ddbe-ofa!IGenl!n!INates tmdWamingsbaf<nea-........,n..._ ~-2x4 """''''"'l'on web btad!1j1muol belnstallo<l wllera sllown •. 3. AJ-fon:erollisll11!1elemenloouth01Jtemporo~yondpormooem Slabllly bnlclnglllUlll be designed by designer of oomplote slJUctlft. Compvi...,.........sno"'"J)) .. ibllltyl'orsuch broclng. 4. No lead should be applied to"""' eompanenl undl oltor 1111 blacln!l and f-0111are """'l''e'!otllld atnotmelllloukl any-iJGiWNn dOlliQrlloadsboal'!'ifedtomycomponant. 5. CompuTno..haono<ontmlovorondasoumeono!Oiil'«'olbllllyfcrtlle fablicalion,l>andllng. shipment and insl.litllaijon ol....,pone,... 6. This dolign Is 11lmiohed outjoel It> the -ns set lutltby 'll'hWTCA In SCSI. ooples olwhlcltwlllbe-hed -·request. 1\AITI>k USA.IncJCompuTrus Sallware 7.8.2(1l)·E Scale: 0.2633 GEHI!RAl. NOTES. u-s otherwise nC!ecl: 1, TllisQusodallgnioadooquateforthe ~me10n0-.RoYi8W =--=-~lh~=.,-oltho g designer, not tho ~. !lelign......,..lholoplindbollomcltoA!IIobelalarally-ot ~'!'..!'!ti~==~~~~'1tcl?' 3. 2lll-bridgl!1jle<iatt!oalbnlcift~Jnoquire<lwtioreshownu 4. lnllllll~ ofii'U,.Ial!tetU~IIyofl!tempeciMI-. 5. OUfgi\ usumM tr'lniMS are to be Ll88d ift a non-ccwraSi\18 anvimrunent. and...,l'or"ddy..,ndllon"oiUM. 6. O.Jgn ....,,_ £u11>4rJrfn9at atlaup,...U8hclwn. ShiMer Wedge W 7. =.....sadequoted~ lsll"'OIkked. 8. Platos sllol be located on both-of ~moo~, and platte<! so the~ center ...,ooolncldewllhjdnl...-llnO$. 9. Digils lndiiO!lO -of plate In-.... 10. For basic conne-plo!e <teslgn va._..., ESR·1311. ESR-1~ (M!Tek) This design prepared from computer input by RAMONA TRUSS CO. INC. CRC201G/1BC2C!Oil 1· 2=t -ttl 51 2. 3• ·289$ 296 3· 4• ·2112) 228 4· 5• ·21 12) 229 5· 6•( ·2895) 296 6· 7=( -11) 51 IIAX NEIIBER FORCES 2· 8= 1·262} 2639 8· 9•( ·266) 2644 9·10=,·2661 21144 10· ec ·262 2839 4WR/GOFICq=1 .00 8· 3=( 0) 157 3-9=! ·671) 56 9· 4• ·137) 1607 9· 5• ·871) 56 5·10=( 0) 167 MAX VERT REACTIONS MAX IIOIIZ REACTIOUS BRG REQUIRED BRG AREA SIZE &n.IN. (SPECIES) •109/ B09V ·133/ 133H 3.50' 1,29 DF ( 625) ·109/ 809V •133/ 13SH a.so• 1.211 DF c &25) VfRTlCAL OEFLECTIOH LINITS: LL=L/240, TL•L/180 IIAX Ll DEFL = ·0.018' t ·2'· 0.8' Allowed= 0.213' MAX Tl DEFL = ·9.026' ' ·2'-0.8' Alload = 0.284' MAX ll IIEFL • ·0.281' t 10'· 6.0' Alload = 1.021" MAX TL DEFL = •0.464' @ 10' • 6.0' Allowed • 1.381' IIAX ll DEFL • ·0.018' @ 23' • 0.8' Allowed = O.:t13' MAX TL DEFL • ·0.026" t 23' • 0.8' Allowed = 0.284' ..., <::> :}~ 0 MAX HOft[Z, ll DEFL • 0.23&' tl 20' • 8.5' MAX HOUZ. TL OEFl = !1.395' i 20' • 8.5' Thi$ truss does not include any time dependent defomation for long ter11 loadingc (creep! in t~e total load deflec-tion. The building deuaner shall verify that this parameter fits witli the intended use of this component. Wind: 85 mph, h=15ft, lCDl.,4.8,BCDL=3.01 ASCE 7-05, Enclosed, cat.2i Exp.C, IIWfRS, interior zone, oad duration factorei.S NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. ~=-rc:o;ss sc:o.s7WiD:Q.SID ,11m1 LUMBER SPECIFICATlOHS TC: 2X4 OF 112 BG: 2x4 OF 112 IYC'BS: 2X4 OF STANII TC LATERAL SUPPORT <= 12'0C. UON. BC lATERAL SUPPORT <= 12'0C. UON. OVERHANGS: o.o• 25.6' connector plate prefb designat<~n: C,CII1~18,CIII8 (or nn prefix) = conpuTrus, Inc N,t.l2vnS,II1811S,IIt& • NiTek liT series TRUSS SPAN 21'· 0.0' LOAD DURATION IHCIIEASE = 1.25 SPACED 24.0' O.C. LOA !liNe LL( 20.0)1-Dl( 8.0) ON TOP CHORD • DL ON BOTTDII CHORD = TOTAL LOAD • 28.0 PSF 5.0 PSF 33.0 PSF LIIIHED STORAGE DOES NOT APPLY flUE TO THE SPATIAL JIEOOIAEIIENT$ OF C8C 2010 NOT BEING UET. BOTTDII CHORD CHECKED FOR 10PSF LIVE LOAD. lOP AND BOTTON CHORD LIVE LOADS ACT IIOIHlllNCURIIENllY. Note: Truss not symmetrical. Mark truss prior to installation to ensure proper oritntation as shown. 10·06 10·06 5-08·15 4·09·01 4·07·05 5·10·11 ~ ~ ~ "' 0 ;!;t 0 12 12 6.00 V M-4x5 ""3 a.oo ..-:::::14.00 12 4.0' 3~ 4.!10 t::::=... 12 3-01-12 2-07-03 4·09·01 4-09-01 5·08·15 This design prepared from computer input by RAIAONA TRUSS CO, INC. CBC2010/l8C20U MAX MEMBER fORCES 4YIR/GDf/Cq:t.OO 1-2=( ·1031 838 1· 7=(·6891 77 7· 2»!·2081) 257 2· 3=( ·1405 168 7· 8=j·139 1040 8· 2= ·371 8S 3· 4= ·1399 168 8· 9• ·148 1087 2· 9= ·911 187 4· 5"1·22811242 iHO=j·215 2054 9· 3= ·86) 990 5· 6=( ·19 51 10· 5= ·211 2051 9· 4= ·7531 63 4·10=( 0) 172 (lj;ARING LOCATIONS o·-o.o• 3'. 2.3' 21'· Oc.D' IIAX VERT REACTIONS ·49/ 6.W ·85/ 830V -9t/ 701V MAX HORZ BEACTIONS ·1111 133H 0/ OH ·111/ 133H BRG SIZE 3.50' 3.50' 3.50' REQUIRED BII.G MEA SQ.IN. (SPECIES! 0.10 DF! 625 1.20 DF 62& 1.12 DF 625 VEI!TICAL Off'LECTION LllllTS: LL~L/240, TL•L/180 MAX LL DEFL • •0.155' f 15' • 2.1' Allowed = 0.871' MAX TL DEFL = ·0. 255' i 15' • 2.1' Allowed = 1. 181' MAX LL DEfl = ·0.018' t' 23'· 0.8' Allowed= 0.213' MAX TL DEfL • •0.026' I! 23'· 0.8' Allowed= 0.2$4' MAX TC PANEL LL DEfl • ·O.OD1' P D'· &.2' Allowed= 0.333' IIAX TC PANEL TL IIEfl • 0.001' II 0'· 6.1' Allowed= 0.499' MAX HOR!Z. I.L DEFL • 0.112' II 20' • 8.5' MAX HORIZ. TL DEFL = 0.183' f 20' • 8.5" This truss does not include. any ti11e dependent defol'lllation for long tera loading (oreep) in the total load deflection. The building designer shall verify that this paralteter fits with the intended use of this coaponent. Wind: 85 ~ph, ht15ft, TGDL=4.8,BGDL=!.O, ASCE 7-05, Enclosed, cat .21 Exp.t, ltllfftS, interior zone, oad duration tactor•1.6 .., <::> j;!; ' <:> 111&!1 cSI· TC:O.SQ 8C:0.4fl W.b:0.40i 10·06 10-06. 2-00 JOB NAME: Truss: A2 DES. BY: MJ DATE: 7/13/2012 SEQ.: 5241343 TRANS ID: 343986 111111111111111 !PROVIDE FULL BEARING:Jts: 1.7 51 21-00 WARNINGS: 1. 11111-and ore<tloneontrae~Dr.-be .,._fllaiiGenemiNoteo andW....Tngsbeforo..-..!IV<>tion""""""""' 2. :lx4....,..sslm'Mlbbraolngmu81beinstaledwheraohaM>+. 3. Allllllanalfctee 1<1ol01ing olemenlssuch """'mJHI'O'Y and...........,. -llllybmdng muotb<o ~ by"""lgoo<ol """''''ele•tn.H:fUra. ~Tna.........,no_...;lllityforoudlbmolng. 4. No load -bel lfl~od to any <on1J1M0111 ulllil atlor aU bracing and r-... orec:ompleta .. datnotimolhauldanyl-•-- dOI!gn -·be lfllllled Ill any component. 5. CampuTna has no""'""" ....,.and ..... ,.. no .ellj)OI\Sibllily I'M tho -·handling, shlpmonlandlnololl01ion olcvmponentS. &. ThildeaigniBiumlshedoubjeottDIMimllatlonotet-by TPTIWTO\ TnllC$1, ccpios ofwhleh Wilbe-upon,.., ... ~, MITek USA, lnc./CMiptlTM! Soi\Ware +7.6.4(1l)·E Scale: 0.2942 GI!NERAL NOTES, uniM!I-oiiOied: 1. Tllls""""desi9"1s~forlhe~~-·Rovi0w and "PPf!N88 iB tiiG _,.blfity Dl1hit building deo9ntr. oot 1M lftlsiCIMigmirot""""~'· 2. Ooign-slhelup---lobo -Ybr-"11 2'o.o.and altO' o.c. ~unlessbr ... d~IIIOlOirlerlglhby comin...,. .-~og llUCh as pijwood -ng(TC)andlordi)'W8II(BCt. 3. 2dftPI<IbridgingO<-Il<odng,_.,odwhOfeihown++ 4. -llotlanol....,alslhe ...,..pomlbilly allhe reopo!IIM-5. DesrlQn assumes trusses ana to be used irs a ~ncstve em'itonmem, and 818 !or"doyconclltion" of uoo. t. Oo~gn-sfulbearfngatallouppcxtoailcwn. ShlmarwedgeH ....... !)'. ~: ~~.;:..""::"=:o:O."*:~~..;.,~IlOIMr.-.. -c:oiiV:kiewllhl"""c""'ot-. 9. t;llgl\o lndicalo oi:!e .... plato In -· 10.For--plaledesi!J'IWIUeo .. eESR·1311,ESR·11188(MITek) 'I IIIII LUMBER SPECIFICATIONS TC: 2X4 OF 112 Be: 2x4 OF 12 WEBS: 2~4 OF STAIID TC lATERAl SUPPORT <~ 12'GC. Ullll, BC LATERAL SUPPORT <= 12'0C. UI!N. OVERHANGS: 25.6' 25.6' TRUSS SPAN 25' • 1.0' LOAD OURAliON INCREASE = 1.25 SPACED 24.0' fl.&. LOADING LL( 20.0l+Dl( 14.0) Off TOP CHORD ; DL ON BOTTQII CHORD = TOTAL LOAD ; 34.0 PSF 5.0 PSF 39.0 PSF connector plate prefix des~nators: C,CII,C18,tN18 {or no prefil • CompuTr~s, lne M,M20HS,II18HS,II16 • MiTtk series BOTTOM CHORD CHECKED FOR A 20 PSF LIIIITED STORAGE LIVE LOAD AT LOGATIOII(SI SPECIFIED BY CBC 2010, THE BOTTOM CHORD OEAD LOAD iS A MINIMUM OF 1 0 PSF. ... "" ~t 0 12-06-08 12-06·08 6·06·08 6·00 6-00 6-06-08 12 12 &. 00 V M-4x5 -=::::.::! 6 .oo 9-01 6·11 9·01 I This design prepared from computer input by RAMONA TRUSS CO. INC. BEARING LOCATIONS o·-o.o· 25'-1.0' s ~~ 0 CBC20i0/IBC2009 1!1\X IIEMBEB FORCES 4WR/GOF /l:q=1.00 3· 8=(-430! 40 1· 2"( ·19) 62 2· 8={-\5) 1692 2-3"(·1991!26 8· 11=1 -1) 1123 3· 4"(·1712 0 G· 8=(·15) 1692 4-5=!·1712 0 8· 4=( 0 635 4· 9•( 01635 9· 5=( -430 40 5-3= -1991) 26 s-1" -t&l &2 IIAX VERT REliCTI OilS ·19/ 1295V ·191 1295V IIAX HI)RZ FIEIICTIOHS •154/ 154H ·154/ 154H BIIG REQUIRED 8RG Al\EA SIZE $Q.IN. (SPECIESl a.so• 2.01 II¥ 1 &25 3.50' 2.07 Dl' ( &25) VERTICAL DEFLECTION LIIIlTS: LL=L/240, TL=l/180 liAX LL O~F'L = ·0.918' i -2' • 0.8' 1\Uawed • 0.213' MAX TL DEFL • -0.031' @ -2'-0.8' Allowed = 0.284' liAX LL DEFL = ·0.11&4' • 16' • 0.11' Allowed = 1.225' MAX TL DEFL • ·0.130' t 16' • 0.0' Allowed • 1 .633' MAX Ll DEFt = ·0.018' f 27' • 1.8' Allowed = 0.213' MAX TL DEFL • ·0.031' ~ 21'· 1.8' Allnud = 0.284' MAX H&RIZ. LL DEFL • 0.027' 8 24' • 9.5' 1!1\X HBRIZ. TL DEFL = 0.054' 1.\ 24'· 9.5' This truss· does not include any tiee dependent deforMation tor lo1111 ter• loading (ert~p) in the total load deflection. lha builain!l designer shall vtrify that this parameter fits with the intended use ef this COI!Jionent. \!lind: 85 111Ph, b=15ft, TCDL=8.4,BCDL=3.0, ASCE 7·051 Enclosed, cat.2i Exp.C, MWFRS, interior zone, oad duration tactor:1.6 JMox CSl• TC:O.S+ BC:O SB Wtb:0,26! 25·01 2·00 JOB NAME: Truss: B DES. BY: MJ DATE: 7/13/2012 SEQ. : 5241344 TRANS ID: 343986 1111111111 WAI!NIIIGII: 1, B-lllldenoelioncontraotorohOuldbeii<Mtedola!IGenOIUI- andWamlngs -eCCil5b'uc:lion commt"'"""· 2. 2ll4camprusi011wobbr11dng""'"lbelnslalfedwhele ollcwn •. 3. Alllatenil l'orce ro!llofing elemonls oud11os!empora<y and ponnanont lllllbllllilbr11dng .,.,. .,. dlelgnod bl' doligner of compfela OlJUCI...,, COIIIJiiii'M .,....,.. no"""""""blllly IM ouch b<acing. 4, No load should be applied lc>any _.,.nt IMIIJl-rollbraelng an4 -.....,...,.,__ alnotimtllhouldanyfaadsllf'IOierlhoB dolgn toHs.,. ·~"'""~'""""""'"' 5. ComJIUT""hosnoeon!rOioverandllll""""'noro!lpCnllibllltyfartfle -· handlln9, ohipment ondinolallalian of"""'...,...,.._ 6. n.odelfljnlsfumlshOd subje<tlollie Umilallons set-lly TPIIWI'CA In SCSI. eopleo of which will belumlst.ed upoo lllqu•st. MiTek USA.lnc.ICOmpuTrus Software 7.6.2(1L)-E Stale: B. 2289 GENI!!RAL NOTES, unlossotllenoio9nolo¢ 1. =::.~~=-=Jil;'!f:'W'.::-J: .. ~t,.-lew """'deBigner Ill' buu onglnoer. 2. ~gnanumoslbelopliild--tobela!ora!l!rllfaced at 2'D.e. ondat10'o.o.~u""'otbraoodlhfaughob1U\elri""!J!J>Ily --shea1hlng ouCh upjwood,thU!IIi11!1!TCl -dlywoi(BC). 3. 2x lftiPIId brldglng«l81eral bia<:ing ""!Uinldo.fionoh-~ + 4. -oi!Jinolsllle.,_nsiiiilllyi>fllie""'**W•-· 5. Doolga ... ....,.lru .... MIIobeultllllno-iVoenvt....,onl, ond.,.fior"drycon-·ot ..... S. Deolgn-lulbttaringalalliUJ>pollsollcwn.Shlmcr~H -· 7_ l:looignnoumos"""""""' (frainlgela~ s. PlatO• shalf be loea<Od on tH>IIt r.ces of truss. and"'"""" so their center lfn<tsco!Mde-jolnt<:enllll'-9. Qiqi1o lndloote otz•dp-in IN:I'Ios. IO.For~IISic-rj>l'*$&1gn-...,eSR-1311,l:S~·19881MiTokl 111111m1 LUMBER SPECIFICATIONS TC: 2x4 OF 112 ac: 2x4 OF 112 WEBS: 2x4 IIF STAND TC LATERAL SUPPORT <• 12'0C, UOH. 8C LATEIIAL Slll'PGRT <• 12'0C. UOII. OVERHANGS: 2!1-6' 25.6' Staple or equal at non-&tructural vertical llltmbers (uonj. cnnnector plata prefix dtsianators: c,CN1C181_CN18 (or no prefix! = CompuTrus, M1M2uHS1B18HS,II16 = llilek MT ~~tries Inc IIIUSS SPAN 25'-1.0' LOAD DURATION INCREASE = 1,25 SPACED 24.0' O.C. LOAOIIIG LL( 20.0)+Dl( 14.11) ON TOP CHORD • DL OH BOTTOII CHOIIll • TOTAL LOAO a 34.0 PSF 5.ll PSF 39.G I'SF BOTlOII CHOIIII CH£tKEO FOR A 20 PSF lllllTEO STORAGE liVE LOAO Af LOCATIDN(S) SPECIFIED BY CBC 2010. THE IIOTTOII CHORD DEAD LOAD IS A lllNIIIUII OF 10 PSF. 12·06-08 12·06·06 6-06·08 6·00 6-00 6·06·08 12 12 6.00 V M·4X5 """'6.00 g ~ 0 9-01 6-11 9·01 This design prepared from computer input by RAMONA TRUSS CO. INC. BEAU NO LOCATIONS O'· o.o· 25'-1.0' g =1* 0 C8C2010/IBC2Gtl8 IIAX MEMSER FORCES 4WRIGDF JCq•I.OD 3-8=1 ·430) 40 8· 4• 0) 635 4· 9•1 0) 835 9-5= ·430) 40 1-2~( ·19) 62 2-8•(-15! 1892 2-3•!·19911 26 8-9=( -~ 1123 3· 4• -m2 a s-11·1 -ts 1892 4· 5= ·1712! D 5-8• -1991 26 6· 7• -19) 62 IIAX VERT REACTIONS ·19/ 1295V -19/ 1295V IIAX HORZ REACTIONS ·154/ 1S4H ·154/ 154H 8RG REQUIRED BRG AREA 3.50' 2.07 OF ( 625 SIZE SQ.IN. (SPEGlESl $.50' 2.07 DF ( 625 VERTICAL DEFLECTION LIYlTS: Ll•L}240, TL•L/180 IIAX LL DEFL • ·0.018' i ·2' • 0,8' Albnd • 0. 213' 11AX TL DEFL • ·0,031' t1 •2'· 0.8' Allowed = 0.284' !lAX LL DEFL • -0.064' P 16' • D.O" ,O.llowed • 1. 225' MAX TL DEfl • ·0.130' t 1&'· 1},0' Allond • 1.&33' IIAX ll DEFL • ·0.018' ~ 27'· 1.8' Allolltll = 0.213' IIAX Tl DEFL = ·0.031' i' 27'· 1.8' Allond = 0.28~' 111\X HORIZ, ll DEFl = 0.027" tl 24' • 9.5' 111\X HOAIZ. TL DEFl = 0.054' f 24' • 9.5' ihia truss don not include any time dependent de1orl!ation for long ttrlll loading (creep) in the total load deflection. The building d&Slgner shall verify that this parameter fits with the intended u&e of this c011ponent. Wind: 85 11ph, h•16ft, TCOL•8.4,BCDL=3.(), AS&E 7-05, Enclosed, cat.2 Exp.c, IIMFRS, interior zone, ioad duration tactor=1. 6 l'IDTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLNIE OF THE TRUSS ONLY. lfiLCU: re:o~snw:o.so weli:ll»J 2·00 25-01 2-00 JOB NAME: Truss: 81 DES. BY: MJ DATE: 7/13/2012 SEQ.: 5241345 TRANS ID: 343986 1~111111111111 WARNIHGS: 1. Sullderand--or.-be-olaD-Nobl• ondWomlng$ beloN conolnlcllan .........,...._ 2. 2xolc..,.._wobbnlcingmusibelnt~aled--•-3. Alllateftll-.to_g_sudl .. tempotlloyand_. lll&bllllyl>rlil:lng mUll bed .. lgned by dMfgner afcocnple<e .......... CompuTrusa....,.....,_.;blllylot""""br1ocfn9. -4. No load ohallld be appiod toMY_..nonlll-aWIM<oolng and -are"""""""' an<! olnollmeobollldenyloll<l&grMter1Nn design loads be -Dod In-<:omponenL $. COmpuTNIIb .. ..,_...,and.......,.no«>opaiiGlllllllyforlhe llib'icalion, handing, shipmen! and ln~!Jan or c:ompone<ots. 6. lllisd0$igoilluml-""""'"' 10 the--setl'o!!hby 'TPWITCA In BCSI, c:q>le!> ofltlblch will be fumlshell opon reqUOil MITek USA. lnc./CampuTtus Sotlwam 7.8.2(1l)·Z Seale: 0.2289 GENERAL NOTES, unlessathorwbenotod: t, THs INUdeolgn 11 ac!Oq.-fortho dfHign~-ReviMI and eppnMIIIofle -'>lltyollhe bUilifin!ldeslgner, not the lruu deol9n« oriMO Ong!Mcr. 2. Oooign _,u,o!opand -m-tobolaltnlllyb-111 'Z o.c.ond 8110' <>-"-,.......,ho!lyu.-l:m:ed til!Uu!lhout ltlaltlonglb by continu ... aanoalhinu"""" .. "'~ -"'J('TC) andlordrywal-l!CJ. 3. 2x lmpol:t bridging or labmil l>nldnQ l<lqUIOd--• + 4.. IM1allallonoiiiUSOilthe"'~ol1110....,._ __ 5. o.sign""'"""eowueo""'to bo uoecllnano.-ive_m..., andnlor"4ry..-oru .... 6. llu!gn .. .....,rul bollllng at"""""-ohown-Shim orwedge H nece~~ary. } =~ra::.r.!"b!:'r:'.~~Pia<odoolhe~eentor RrMScoO>cidewilhjalnl-linu. 9. lllglls lndl<alo •lz• "'plate In --10.Fcr ____ gn_ooeESR·1:!11,1iSR·1988(MIT'*l IIHIIIIUI LUMBER SPEG!f!CATIONS TC: 2~4 DF llli!TR 8C: 2X4 DF 11li!TR WEBS: 2x4 DF STANDi 2X4 DF 12 A TC LATERAl SUPPORT <= 12'0C. liON. 8C LATERAl SUPPORT <= 12'0C, UON. OVERHANGS: 25.6" 25.6' Connector plate prefiK dedgnators: c,Cll,CI8,CII18 (or no prefix) = Co•puTrus, Inc M,M20HS,IIt8HS,II16 = lo!iTek liT series TRUSS SPAll 25' • I.G' LOAD DURAHOH INCREASE = 1.25 SPACED 24.0" D.C. LOADING LL( 20.0)+Dl1 14.0) OH TOP CHORD = DL OH BOTTOIII CHORD = TOTAL LOAD = 34.0 PSF 5.0 PSF 39.0 PSF LIMITED STORAGE DOE$ NOT APPLY DUE TO .THE SPATIAl REOUIREIIEIITS OF CSC 2010 NOT BEING IIET. 80TTOII CHORD CHECKED FOR 1 DPSF LIVE LOAD. TOP AND 8DTTOII CHORD LIVE LOAIIS ACT NON."CONCURRENTLY. 12-06-08 12·06-08 4-10-11 3-09-01 3·10·13 3-10-13 3-09·01 4-t0-11 a i:t 0 12 12 6.oo (:7" M·4x6 ""3 s.oo ...:::34.00 12 M-2.5X4 4 4.0" 5 tH' 4.00 c:::... 12 6-09·03 5·09-05 5·09·05 6·09-03 This design prepared from computer input by RAMONA TRUSS CO. INC. BEARING lOCATIONS 0'· 0.0' 25'· 1.0' s j;; C> CBC2010 I 18C2009 1· 2•! ·19) 62 2· 3•(·4253,25 3· 4=( ·3958 0 4· 5•{·3015 13 5· 8=( ·3015 13 &· 7•( ·3958 0 7· 8=( ·4253! 2S 8· 9•( ·19 62 111\X IIEI.IBER FORCES 4Wli/GDF/Cq•1.00 2·10=( ·21,3884 3·10•j·182) 37 10·11=( ·21 3548 10· 4• 0) 342 11·12•1·21 3548 4·11•(·719) 7 12· 8•(-21) 3885 11· 5•1 0) 2400 MAX KORZ REACT!OiiS 11· 6= ·719) 7 6·12•j 0) 342 12· 7• ·182) 37 SRG ft£QUJRED BREI AREA 111\X VERT REACTIONS ·HII 1119V ·19/ 1119V ·1541 154H 3.50' 1. 79 OF ( 625 SIZE SO.Ill. (SPECIES! ·1541 154H 3.50' 1. 79 OF ( 625 VERTICAL DEFLECTION UliiTS: LL=L/240, Tl•l/180 UAX ll OEFL • ·G.016' ll ·2' • O.B' Allo~~ed = 0.213' MAX Tl DEFL • ·0.028" ll ·2'· 0.8' Allowed= 0.284' IIAX lL DEFL = ·0.370" ' 12' • 6.5' AllOiild ~ 1.225' IIAX Tl OEFL = ·&.719' II 12'· &.5' Allowed= 1.633' MAX Ll DEFL = ·G.D16' II 27'· 1.8' Allo•ad • 0.213' IIA~ Tl DEFL • ·0.028' II 27' • 1.8' AllOiild = 0.284' MAX MOR!Z. Ll OEI'L • 0.313' f 24' • 9.5' IIAX HORIZ. TL OEI'L • 0.808' • 24' • 9,5' This truss does not include any tiae dependent deformation for long tern loadinll {creep) in the total loall deflection. The building des.l.aner · shall verify that this parameter fits •ith the intended use of this COIIJ2anent. Wind: 85 Jllph, h=15ft, TCDL•8.418CDL-3.0, ASCE 7·05, Enclosed, cat.2, Exp.c, IIWFRS, interior zone, load duration factor=1.6 · lMax CSI: T¢:0,41 8C:0.58 JU;b·0.421 2-00 12-06-08 12-06-08 2-00 JOB NAME: Truss: 82 DES. BV: MJ DATE: 7/13/2012 SEQ.: 5241346 TRANS 10: 343986 11111111111111 W-: 1. &Uildefand•ection-olmuld be-of an General Nolos and Wamln!J$-00111-.......... .. 2. 2x4 tonlj)niOSicn-bracing...,., ... installed wh ... ·-•• 3. All-f<ll<6rosllollng..........,sur:hooterrqiO<aiYnpermanent S!abililybnlc:in!lmuutbe deslg<led by deolgfl<!rot.......,... • .,_. CompuT""' ........,. ""no&pOnlllbll1y lor ouch bracing. 4. No load OhoUkibo~IOOI"¥~uniM alllorall braci"'land lastlmlllllnlcomptebtandatnof)MOhoUklf<fYiou<kg..-111en daslgn loadt btl applied to ""Y -nant. 5. CompuTIU$ has no-over anda81umeono rnponSiblil)t lctllle labricatlon.llandling, allipmentand insiJIIatlan ulea~. 6. This detlgn Is fumWiedsubjecltollle-setli>nh b)' TPJMITCAin BCS~ CO!Iieoolwllleh will befuml511ed upon requesl. MiTek USA, lnc./C«npuTrus Sollwsre T.6.2{1l)·IS Stele: 0.2289 GENERAI.NDTES, unao-noted: 1. TlUiruildeslvnllllJIIeqwlef<rlhetlesl!Jn--n.-:::::O"s:;;.."'.:"'-~ollhebuiii"'l<*luner, nattb& 2. ll<osign _... ... top-bo11om cll<11do to b40iatorallybtaOOCI 01 2' o.c. and OIIO'o.c. ,..,.._, • .--111nMlghout lhelrlenglh by COhliluous-lnfiiiUCh .. plywood ohootlllo!J(TC!-ordrywaii(I!C). 3. 2x '-ctiH1dglntor-b""""" roqulnllf whom""""" • • 4. lnalall:otlonof.....,.l&lll4""""'nri>llil)tof..,ra....,--.. 5. Deslgn.......,. ........ ..,...,bouri<llna,..,.......-anwonment, and""' lor "dly condillon" of ute. e. Doaoign ......,..1\JH bearing a1au StlfiPOIIll•hown. ShlmMwedg& w .-..y. 7. $. on~1~~placedsoltleir_,.,r icenterlin<ls. 9. 10. liullc:ale llize' ol plato in Inches. -C<>nnectorplate de$1gnvaluesooe ESR-1311, ESR·1988 (Mffelt) IIIII I LUMBER SPECIFlCA110HS TC: 2M4 OF #1&B1R 8C: 2X4 DF f1&8TR TC LATERAL SUPPORT <= 12"0C. UOH. BC lATERAL SUPPllRT <~ 12'0C. UOH. Unbalanced live loads 1\ave been cons ide red for this design. TRUSi SPAN 25'· 1.0' LOAD DURATION INCREASE = t. 25 SPACED 24.0' O.C. LOADING LL( 211.0}+0L( 14.0] GN TOP CIIOilD • DL ON IIOTT1lll CHORD = TOTAL LOAD • 34.0 PSF 5.0 PSF 39.0 PSF This design prepared from computer input by RAMONA TRUSS CO. INC. Wind: 85 mpb1 h•15ft, TCDL•8.41BCDL•3.D, ASCE 7-05, Enelond, Cat.2i Exp.C, IMFAS, interior zone, oad duration faGtor•1.6 NOTE: TRUSS DESIGfiED FOil WINO.LoADS IN THE PLANE OF THE TRUSS ONLV. iGabla end trusson CGIIti.RIJI)YS liearinjwaU UOM. IM·1 x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for c011plete specificationt. Connector plate prefix designators: C,CN1~181_CN18 lor no prefiXI • COIIIPUTrus, Inc M,N20HS,~o~18HS,Ii18 " MiTek liT series LIIIITED STORAGE DOES NOT APPLY DUE TO TilE SPATlld. REOUIREIIENTS OF CBC 2010 NOT BEING MET. IOTToil CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP ... a !:t 0 AND BOTTOII CIIOilD l'VE LOADS ACT NDN·CONCURRENil Y. 12-06-08 12-06·08 12 12 s.oo v 1111-4X4 ""'le.oo ...::::::14.00 12 ll-3x6+ 4.00~ 12 2·00 12-06·08 12-08·08 2·00 2-00 25·01 2-00 JOB NAME: Truss: 83 DES. BY: f.tJ DATE: 7/13/2012 SEQ.: 5241347 TRANS IO: 343986 111111111111111111 WARNING&: 1. Bull<lerand--cl<>rohoUI<ItoeadYio..Safa!IGen..aiN<mls andWatnlngsbelareccmstnM:tiOn ...,....,..... 2. ?J<4 -•oion-braolo>g IIIUIII be lnoiOIII<Iwllera •hown+. 3. All-force reaisllng olemenloauth oatempo~aryand ......,.om~ SlJibiiiV l:ncin9 mull toe doslgnod by <lollgMr of <omp~ete - Con1'UTru• """!!HI!'"" -lbllkvlor ouch bracing. 4. Nalaod should be Ollll>lied IO""Y~until-allllnlclng and tao-oro complolo and ot no !file !lbculd-toaclo gtaal8r lllan deoJ;n loads be Ollll>lied 10 ony compoMnl. 5. C'omplr,.. hoo.., """""'"""'and a .. umeo no-lblllty lor the 1-.hondllna. elllpmentond lno~ionolocmponenls. G. Tltl$ detlgn Ill fumlshed tubjo<t 1011te l!mlll1lono oelfooth by · TPIIWTCAin BCSI, oopie5 olwhlch will be llmished upon~. MifekUSA,Inc./CcmpUTrus SOftWare 7.$.2(1l)-E Scale: o. 3039 GENtiAAI.MDTEII, --nob!d: 1. !::::;.;.~~~~lh~~h.:"tb..R<Maw crusodetignerorlruoa«oginear. 2. Design --tile lop lind botlam -Ids to be falenlll)r b-at 2'o.e. and at 10'o.c. ~yuolelsllrac:ed ~thalrle!talhb)r -.-nosuc~~ .. IJiywood ""'""'ln9lTC)andlor<i)lwol~l!C). 3. 2xi-!Htdgino«l-al bmi'lg ""'UIM-• Sbown + • 4. -Oflnlosislllerespc .. ll1illlll•llhe""'J*JMI-. 5. De8lgn MlurMII tmiSt8 ate ta ba Used in a natl-certUIWII GI\VI'antMnt, end...,lor"4fycomlllon" ofu ... 6. O$oign --IIIII lloorillg ai.UIUJ)poots .-. Shim orwodge w necasary. ~: l?:~=~~b::.tn,.~~~.,i.dpl..-!oollleireenter linosooHI<:ldewilhlolntCI!nhlrllllos. ~~-~==-...,.:.=::".:t...-esR-1311,ESR·1988(MoTek} .., a :1! Q 11m1 LtiMBER SPECIFICATIONS Tt: 2x4 DF U&BTR BC: 2x4 Ill' MI&BTR WEBS: 2x4 Df STAND TC LATEIIAL SUI'POIIf <= 12'0C. UOW. B& LATERAL SUPPORT «= 12"0C. UOK. GVERIWIGS: 25.6' 25.6' staple or equal at non-structural vertic~l aellbers {uon). Connectnr plat& prefix de&ignators: c,c~1C18,Cil18 (or no prefb) • CClllpuTrw, Ine M,ll:roHS,N18HS1M16 • Mirek YT series TRUSS SPAN 12' • 8.0' lOAD DURATION liiCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = Ill ON BOTTOM CHORD = TOTAL LOAD = 34.0 JISF 5. 0 JISF 39.0 PSF LIMITED STORAGE DOES HOT APPlY DUE TO TilE SPATIAL REQUIREIIENTS Ill' CBC 2010 NOT BEING IIET. BOTTOM CHORD CHEC~ED FOR I OPSF LIVE LOAII. TOP AND BOlTOII CHORD liVE LOADS ACT WON·CON&URAEYTLY. ~00 6~ 12 12 6.00 [7" 11M-4X4 ""36.00 <') ~t 0 M·2.5x4 6 M·1X3 6-00 6·00 SEARING LOCATIONS O'· o.o• 12'. o.o• This design prepared from computer input by RAMONA TRUSS CO. INC. CBC2010/1BC21109 IIAX IIEMBER FORCES 4'HI\/Gilf /Cq=1.00 1·2•( ·19l62 2·6=(0) 427 6-3=(0) 211 2-3=(·575 0 6·~·(0) 427 IIAX VERT REACTIONS ·16/ 6G8V ·16/ 808V 3·4•!·575 0 4·5= ·111) 62 IIAX IIORZ REACTIONS ·89/ 89H ·39/ 89H BRG REQUIRED BRG AREA SIZE SO.IN. (SPECIES) 3.50' 0.97 DF I 625) 3.50' 0.97 DF ( 625) VERTICAL DEFLECTION l!IUTS: LL=L/240, TL=liiBO IIAX LL OEFL = ·0.016' 8 ·2' • 0.8' Allowed = 0.21~' MAX Tl DEFL • ·0.028' ll ·2' • 0.8' Allowed = 0.2114' IIAX Tl DEFL = ·0,015' @. 6' • 0.0' Allowed= 0, 761' IIAX ll DEFL = ·0,616' I! 14' • 0.8' Allowed = 0.213' IIAX TL OEFL = ·0,028' t 14'· 0.8' llllo'lled • 0,284' IIAX TC PANEL LL OEFL • ·0.036'. 2'· 11.1' llllowed = 0.396' MAX HORIZ. LL OEFl " 0.003' t 11' • 8.5' MAX HOR12. Tl DEFt; 0.006' f 11'· 8.5' This trus• does not include an¥ time dependvnt deformation for long term loaduo (creep) in the total load Cleflection. The building dengne r shall verify that tllis pataJieter fits with the 1nttndtd ust Of tlliS tOIIponent. Wind: 85 mph, h=15ft! TCDL=B.4,BCOL=3.0, ASCE 7·Q51 Encloslld, Cat.zi Exp.C, IIIIIFRS, interior zone~._ oad duratiGn factor=! ,fl NOTE: TRUSS ucSIGNED FOR WIND LOADS IN Tl* PLANE OF THE TRUSS ONLY. !ilax CSI: TC:Il.46 8£'0,21 !fl!b:O,{IIl <') j~ 0 2·00 12-00 2·00 JOB NAME: Truss: C1 DES. BY: MJ DATE: 7/13/2012 SEQ.: 5241352 TRANS ID: 343989 IIIIIIIUIII WARNINGI: 1. Bullderan<lerec!loro-lllloukllle-HdofaUGeneraiNoles andWomlngsboloNcooolnJCiion............._ 2. 2ll4-•llkm-bo'acin9mustbelnstaled_,s_,+. 3. Alll81ei81 force ,..1o11n9 elemonta lllld! asll!m~MQI)' enol pen11anent llebllhy bracing mu&tbe dulqnad by datignor of c:amplole S11'UC1uro. ~fr\!o....,mesno..,.pollOibllilylotauchbnldng. •· NoiOad"""'*'be_...siDonycomponentuntllatlora!ll>tac:lngand -.. ..., ""mpillbland Ill no-'""""' oaylaacls woalflrlllan dooi;nlaaclsbe$ppllodto~- S. Compi>Truohaono-ICNOYondao...,..nornponslbU!lyforl!l<l fabtiea1ion, hs.Miiflg. Sihipment.anEf instalatian of eompoMnts. 6. ThlS deolgn 10 !Umishecl subjeet to tho --... 101111 by TPIIWTCA In BCS~ copies of whld>wllt be lumlshod upon,._.,. MITe!< USA.Int.ICCmpuTrus Software 7.6.2(1L}-E Scale: 0.4151 G£11EftALMOlEII, unle$Soth11Mise natad: 1. ThlstluiOdesign il adaqu...,forlh• ~P.BI'BmetenJ•h<Mrl· Review """oi>P!1MIIIolho mpimjllllily cl lhe IIUildlng dotlgnar, nollhe truoo deolgrWorii\IM Onginooer. 2. Dooign ...,.....!he 1Dp8nd bollomchonfotobe illerallybracodal :? o.e. """ot10' o.t. rupoc~~Ve~y ....-btated tlwoughOut -lonall> !I)' o:JnllriU-•hoolhlng luch • plywood obeo11>ng(TC)andlor~(BC). !: :.=:::..~~=""-~=-::-..::.~. 5. Dooigft.........., 1IUIIIOS...., 10 be USiid Ina,............., envir«<monl. and ... for.dlycon<litiOn"oiUH. 6. Dltign IIIUMIS full be;ulnsatol suppor!O-Shim ct'MI<f!IO H M-IllY· ~: ==-~:.·:,O~'"";:=•!;d placedso1helr-fi""" comclde with jolill oont<orlnes. 1~.~==~~:m ... esR-1311,ESR·1988(MITek) 111111 lUMBER SPECIFICATIONS TC: 2x4 DF 11&6TII BC : 2x4 OF 111&BTII WEBS: 2X4 DF StAND TC LATERAL SUPPORT <= 12'0C. Ullli. BC LATERAL SUPPORT <= 12'0C. liON. OVERHANGS: 25.6" 25.6' TRUSS SPAN 12'· 0.0' lOAD DURAliON INCREASE = 1.25 SPACED 24.0' O.C. lOftDIIIG ll( 2D.O}+DL( 14.0) ON TOP CHORD = Ol ON 80TTOII CHORD • TOTAL LOAD = 34.0 PSF 5.0 PSF 39.0 PSF Co11neetot plate prefix desMnators: C,CN,C181.CJI1B (or no prefix • CDillpuTrus, Inc M,II20HS,M11111S,U16 • Yifek series LIIIITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF C&C 2010 NOT BEING IIET. .., ~t c BOTTOII CHORD CHECKED FOR 1 OPSF LIVE LOAD. TOP AND BOTTOII CllllRO LllfE LOADS ACT NON· CONCURRENTlY. 6·00 8·00 12 12 6.00 V llfA • .tX4 ""18.00 6 M·1x3 6-00 6·00 BEAR IN& LOOATIOHS o•. o.o• 12'· o.o· This design prepared from computer input by RAMONA TRUSS CO. INC. CBC2010/IBC2009 MAX MEMBER FORCES 4WR/GDF/tq~1.00 IIAX VERT REACTIONS ·16/ 60811 ·16/ 80611 1·2=! ·19!62 2·6=(0) 427 6·3={0} 211 2·3= ·575 0 6·4•(0) 427 8·4= ·575 G 4·6= ·19 62 MAX HORZ REACliONS ·89/ 89H ·89/ 89H 811G REQUIRED BRQ AREA SIZE SQ. IH. I SPECIES! 3.50' 0.97 OF ( 625 s.so• 0.97 DF ( 825) VERTIOAL OEF~ECT!OII LIMITS: LL•L/248, TL•l/180 IIAX ll OEFL = ·0.018' i ·2' • 0.8' Allllftd "' 0.213' IIAX TL DEfl • ·0.028' f. ·2' • 0.8' Allllftd • 0.284' IIAX TL DEFL = ·0.015' t 6' • 0.0' Allowed • o;7&1' IIAX LL DEFL " ·0.016' II 14' • 0.8' Allowed = 0.213' IIAX lL t:jEFL • ·0.028' t 14' • 0.8' Allowed= 0.284' MAX TC PANEL LL DEFL = ·0.036' t1 2' • 11.1' Allowed • 0.396' IIAK llllRIZ. LL DEFL = 11.003' II 11' • 8.5' IIAX llllRIZ. TL DEFL • 0.006' II 11' • 8.5' This truss does 11ot include ani time dependent ~efornation for long terl> load no (ereep~ln the total load ~eflection. The builaillll des ner shall verify that this para11eter fits wit the intended use of this component. Tlilld: 85 ntph, h•15ft1 TCOl•8.4,8COl•3.0, ASCE 7-05, Enclosed, Cat.z, Exp.1:, IIWFRS, · interior zone, load duration faetor=1.6 !Max CSI: TC;0,48 BC:D.21 Web:0.09! ... :r* 0 2·00 12·00 2·00 JOB NAME: Truss: C DES. BY: W DATE: 7/13/2012 SEQ.: 5241353 TRANS ID: 343989 11111111111 -·-1. Bullderand..-conllaolorshould lleacM .. dafaiiGen""'INole$ andWamlng•toofnni-Qionoo- 2. :br4-teBOIDB--ngmustbe-lodwllore1111own~. 3. Alllcol...,. force N8istlng olllllontssuchattemj><lrlotyat1d-- stobllty br.1clng most be dollgned t>y deoiQoer of completo strudufe. Ccln'fluTrus assumos110 r....,.,.,.;blll,., ouch bladng. 4. No-shouldbeoppRI!diOanyc:ompooen!un!ll-all-ngond fas-.,.(;amplele and o1110-8iloUkl any loads great.,.111on deolgn klacll be-lled ID any-nL s. compuTrus has no oontrOI over and &IIUI'DB no respond:ilty tor the fobri<atiol>. hondlng, ollipmont ond inolo-of """''>'IH'nls. e. Tllloduigniolumlshod!P.Ibjecltoll>ollm-•••-t>y TPIM'TCA In BCSI, copies o1 which Mil be flmlshod IJ!Xll' request MITelc USA, lnc./CcmpuTrus Soii.Wale 7.6.2(1LrE Scale: 0.4151 GI!NI!IIAL. NOTI!ll, unlals 011191Wisucl8d: 1.=~~~=':.-&:::'~"":.~ti.e--~ ... -engheor. 2. Desfgll_..olbe!Dp ond--lo belalerallybnlcodat lto.c. and al10' o.c. ~ u..-bto""" """"o'loullheirlenglhby IXII1dnuaus.-ingaucllas pljWood~imdlor drywoii(BC). !:~='~!~-"'==~~ .. 5. Dealgn assumes IIUIS8S are CCI be urid In a non-cormaiveerwiranrrtent, anda•Hor'dry-"cluso. e. Design,_,.., fulbeaing at alloup"""" 1111own. Shim or wedge W M~. . ~: =:.:=:•t!u."'"l::.:~dpl"""" ........ _ •-a>i-wl1hjo(nteen~erlines. . 9. !!igilslndlcol9slzeofllla1ein-. 10.ForiiMic ........ rplate~n>ak.loo-ESR·1311,ESR·1988(MiTok) Date: To: Re: Subject: August 8, 2012 Esgil Corporation 9320 Chesapeake Drive, Suite 208 San Diego, CA 92123 Ball Garage 1910 Magnolia Avenue Carlsbad, CA 92008 Truss Calculations Review City of Carlsbad Plan Check Number: 12-1374 To whom it may concern: The deferred submittal documents (i.e. truss calculations) prepared by Ramona Truss Company, Inc., transaction identification number 343986, dated July 13, 2012 and transaction identification number 346005, dated August 8, 2012, have been reviewed and are in general conformance with the design of the building. It should be noted, this office does not review the engineering of the trusses by the Truss Engineer. If you have any additional questions regarding this letter, please do not hesitate to contact our office. Sincerely, Project Number: 1591.2.12 C:\AMCISTRUCTURAL\2012\1591.2. 12..J3ALL\TRUSS L TR-120808.doc 218 East Grand Avenue, Suite 7, Escondido, CA 92025 +Phone: 760.747.8681 +Fax: 888.763.6575 www.amcconsultinginc.com 12 ··'----.__) 1111~11111111 LUMBER SPECIFICATIONS TC: 2x4 OF #1&BTR BC: 2X4 OF #1&BTR WEBS: 2X4 OF #1&BTR TC LATERAL SUPPORT <= 12"00. UON. BC LATERAL SUPPORT <= 12" OC. UON. OVERHANGS: 25.6" 25.6' Connector plate prefix designators: C1CN 1C18,CN18 (or no prefix) = CompuTrus, Inc M1M20HS,M18HS 1M16 = MiTek MT series ~ ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc throughout 2x4 top chords 1 9 • oc throughout 2x4 bottom chords 1 9' oc throughout webs. 10-06 TRUSS SPAN 21' • 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 8.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD = 28.0 !'SF 5.0 PSF 33.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1 OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10·06 5-10-11 4-07-05 4-07-05 5-10-11 8 ci;t 0 12 12 s.oo v M·4X5 ~ s.oo ~4.00 12 4.0" 4 H 4.00~ 12 5-08-15 4-09-01 4-09·01 5-08·15 1 BEARING LOCATIONS o•-o .o· 21 '. 0.0" 2-00 10-06 10-06 2-00 2-00 21-00 2-00 JOB NAME: BALL Truss: A DRAG DES. BY: MJ DATE: 8/7/2012 l :~~~;;;;0;1 A WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commenceG. 2. 2K4 compression web bracing mu&t be installed where shown +. 3. AD lateral force resisting elements such aa temporary and permanent stablil'l bracing must be designed by designer of complete structure. CompuTrus assumes no responslbllil'! for such bracing. 4. No load should be appled to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be appliad to any component. 5. CompuTrus. has no control over and assumes no responsibility for the fabricati(m, handHng, shipment and installation of components. 6. This design is furnished subject to the Hmitations set forth by TPIIWTCA in SCSI, copies of which will be fUrnished upon request. MITek USA, lnc./CompuTrus Software +7.6.4(1L)-E Scale: 0. 2633 GENERAL NOTES, unless otherwise noted: 1. !: :~::.~r~~h~ :o.~:.u~\b:W~r:.·~~rJ~·;:.::.~.h:~h~·~ trws designer or truss engineer. 2. Deolgn ""sumestho top and boltom chords to be laterally braced at ;~~i~u~':.'! :~!~~;g ::g~~";~:~h~~~~g~~~Jr~~.,':~fa~l7 3. 2x Impact bridging or lateral bracing required where shown + + ;: ~:~~~':~~~~J:s~: ~~!f::!:~ ~~~8n~~~~vst;o!!~~~~n~ and are for "dry condition" of use. 6. Design assumee fuH bearing at aN supports shown. Shim or wedge if necetsary. ~: ~~~"s~rC:,~:':r:~b!~'~g:Si~f~:I~d placed so their center lines coincide with joint center fines. 190. ~~~i:a~~i~~n=~~~falt~t~:~ri~:lues see ESR~1311, ESR-1988 (MiTek) This design prepared from computer input by RAMONA TRUSS CO. INC. CBC2010/ IBC2009 1· 2•( ·18) 50 2· 3=( -4454) 2224 3· 4=( -4796) 3180 4· 5=( -4796) 3180 5-6=(-4454) 2224 6-7=( ·18) 50 MAX MEMBER FORCES 2· 8=( -4738) 6816 8· 9=(·4760) 6836 9·10=( -4760) 6836 10· 6=( -4738) 6816 4WR/GDF /Cq=1 .00 8-3=( -12) 166 3-9=(·1760) 1230 g. 4=(·2464) 3772 9-5=( ·1760) 1230 5-10=( ·12) 166 UAX VERT REACTIONS REQUIRED BRG AREA SO.IN. (SPECIES) ·174/ 809V MAX HORZ REACTIONS -3500/ 3500H • 3500 I 3500H BRG SIZE 3,50' 3.50" 1.29 OF ( 625) ·174/ 809V 1.29 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL OEFL = -0.008'@ ·2'· 0.8' Allowed= 0.213' MAX TL DEFt= -0.011"@ ·2'· 0.8' Allowed= 0.284' MAX LL DEFL = ·0.322" @ 10'· 6,0" Allowed= 1.021' UAX TL OEFL = -0.403'@ 10'· 6.0" Allowed= 1.361' MAX LL OEFL = -0.008'@ 23'· 0.8" Allowed= 0.213" MAX TL DEFL = -0.011" @ 23' • 0.8' Allowed = 0.284' C') 0 ::Jci; 0 MAX HORIZ. LL DEFL = 0,283' @ 20' • 8.5" MAX HORIZ. TL DEFt= 0.352"@ 201• 8.5' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ICOND. 2: 3500.00 LBS DRAG LOI\0, I Wind: 85 mph, h=15ft, TCDL=4.81BCDL=3.0, ASCE 7·051 Enclosed, Cat.2, Exp.C, MWFRS, interior zone, load duration factor=1.6 IMax CSI: TC:0.24 BC:0.45 Web:0.271 IIIUIIalll LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 12'0C. UON. Staple or equal at non-structural vertical members (uon), TRUSS SPAN 21 '· 0. 0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 8.0) ON TOP CHORD DL ON BOTTOM CHORD TOTAL LOAD 28.0 PSF 5.0 PSF 33,0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. This design prepared from computer input by RAMONA TRUSS CO. INC. Wind: ICOND. 2:-3000, 00 LBS QRAG LOAO. I 85 mph, h=15ft, TCDL=4, B,BCDL=3 .0, ASCE 7-05, Enclosed, Cat,2, Exp.C, MWFRS, interior zone, load duration factor=1 .6 NOTE: TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. Note:Truss design requires continuous bearing wall for entire span UON. U·2.5x4 where shown; Jts:2-3,5·6,8,10 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP !Max CSI: TC:0.38 BC:0.21 Webi!L:l5] Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-GONGURRENTL Y, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc U,M20HS,M18HS,U16 = UiTek MT series 10_06 10.06 <') 0 *:t 0 5-10-11 4-07·05 4-07-05 5·10-11 12 12 6.oo v 11M·4x4 ~ 6.oo ~4.00 12 4.0" 4 -f-7( 4.00~ 12 5·08·15 4·09·01 4·09-01 5-08·15 2·00 10-06 10-06 2-00 2·00 21·00 2·00 JOB NAME: BALL Truss: A1 DES. BY: MJ DATE: 8/7/2012 SEQ.: 5263474 TRANS ID: 346005 I IIIII ~~~ ~111111111111111111 ~111111 A1 WARNINGS: 1. Bu~der and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing. must be lnstaHed where shown +. 3. Atlloteral force roslotlng elements such oslo!TI>orary and permanent stabifity bracing must be designed by designer of complete structure. CompuTrus assumes no responslbiUty for such bracing. 4. No load should be applied to any component until after oH bracing and fasteners are complete and at no time should any loads greater than design toads be appUed to any component. 5. CompuTrus has no control over and assumes no responsibtlity for the fabrication, handling, shipment and instaftation of components. 6. This design ls furnished subject to the limitations set forth by TPtiWTCA in BCSl copies of which will be furnished upon request. MiTek USA, lnc./CompuTrus Software 7.6.2(1L)-E Scale: o. 3250 GENERAL NOTJSS, unless othe!Wiso noted: 1. This truss des~JO ie adequate for the design parameters shown. Review and approval is the responsibility of tho bUilding designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectiVely unless braced throughout their length by continuous sheathing such as plywood sheathlng(TC) and/or drywaU(BC). :: ~~r~~~b~~~': f~ ~~~:'s~~ri!r~~~J:: ~!:;::c:~:;tr;ctor. 5. Design assumes trusses are to be used in a norrcorrosive environment, and are for "dry condition" of use. 6. Design assumes fuR bearing at aU supports shown. Shim or wedge tf necessary. ~: ~~s"s8h~uul!e~:::r:~b~~'f:9:S ~f~~:~nd placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR~1311, ESR~1988 {MiTek) <') 0 j~ 0 PRELIMINARY GEOTECHNICAL INTERPRETIVE REPORT PROPOSED BALL GARAGE 1910 MAGNOLIA AVENUE, CITY OF CARLSBAD SAN DIEGO COUNTY, CALIFORNIA PROJECT NO. 12143-10 ISSUED: April27, 2012 April27, 2012 Ms. Leslie Erbe L-Erbe Design 117 5 Magnolia A venue Carlsbad, CA 92008 Project No. 12143-10 Subject: Preliminary Geotechnical Interpretive Report, Proposed Ball Garage, 1910 Magnolia Avenue, City of Carlsbad, San Diego County, California In accordance with your request, CW Soils is pleased to present our preliminary geotechnical interpretive report for the proposed Ball Garage located at 1910 Magnolia Avenue in the City of Carlsbad, San Diego County, California. Our services were completed in accordance with the scope of work described in our proposal, dated April12, 2012. The purpose of our work was to evaluate the nature, distribution, and engineering properties of the geologic formations underlying the site with respect to the proposed improvements. CW Soils appreciates the opportunity to offer our services on this project. If we can be of further assistance, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, CW Soils Chad E. Welke, PG, CEG, PE Principal Geologist/Engineer CW/hw Distribution: ( 6) Addressee TABLE OF CONTENTS INTRODUCTION ........................................................................................................................................... 1 SITE DESCRIPTION ...................................................................................................................................... 1 PROPOSED DEVELOPMENT .................................................................................................................. 1 FIELD EXPLORATION AND LABORATORY TESTING ......................................................................... 3 Field Exploration ......................................................................................................................................... 3 Laboratory Testing ...................................................................................................................................... 3 FINDINGS ....................................................................................................................................................... 3 Regional Geology ......................................................................................................................................... 3 Local Geology ............................................................................................................................................... 4 Geologic Structure ....................................................................................................................................... 4 Aerial Photographs ...................................................................................................................................... 4 Faulting ........................................................................................................................................................ 4 CONCLUSIONS AND RECOMMENDATIONS .......................................................................................... 6 General ......................................................................................................................................................... 6 Earthwork .................................................................................................................................................... 6 Grading Operations ................................................................................................................................. 6 Clearing and Grubbing ............................................................................................................................ 6 Excavation Characteristics ...................................................................................................................... 6 Groundwater ............................................................................................................................................ 6 Ground Preparation ................................................................................................................................ 7 Oversize Rock .......................................................................................................................................... 7 Compacted Fill Placement ....................................................................................................................... 7 Import Soils .............................................................................................................................................. 7 Cut/Fill Transitions .................................................................................................................................. 8 Shrinkage, Bulking, and Subsidence ....................................................................................................... 8 Geotechnical Observations ...................................................................................................................... 8 Post Grading Considerations ....................................................................................................................... 9 Slope Landscaping and Maintenance ...................................................................................................... 9 Site Drainage ............................................................................................................................................ 9 Utility Trenches ........................................................................................................................................ 9 SEISMIC DESIGN PARAMETERS ............................................................................................................ 10 Ground Motions ......................................................................................................................................... 10 Secondary Seismic Hazards ....................................................................................................................... 11 Liquefaction and Lateral Spreading ......................................................................................................... 11 PRELIMINARY FOUNDATION DESIGN RECOMMENDATIONS ....................................................... 11 General ....................................................................................................................................................... 11 Allowable Bearing Values .......................................................................................................................... 11 Settlement ................................................................................................................................................... 12 Lateral Resistance ...................................................................................................................................... 12 Expansive Soil Considerations .................................................................................................................. 12 Very Low Expansion Potential (Expansion Index of20 or Less) ......................................................... 12 Conventional Footings ........................................................................................................................... 12 Building Floor Slabs ............................................................................................................................... 13 Post Tensioned Slab/Foundation Design Recommendations .................................................................... 13 Structural Setbacks and Building Clearance ............................................................................................ 15 Foundation Observations .......................................................................................................................... 15 Corrosivity ................................................................................................................................................. 15 EXTERIORCONCRETE ............................................................................................................................. 16 Subgrade Preparation ................................................................................................................................ 16 Flatwork Design ......................................................................................................................................... 16 GRADING PLAN REVIEW AND CONSTRUCTION SERVICES ........................................................... 17 REPORT LIMITATIONS ............................................................................................................................. 17 Attachments: Figure 1 -Vicinity Map Figure 2-Regional Geologic Map APPENDIX A-References APPENDIX B-Field Exploration APPENDIX C-Laboratory Analysis APPENDIX D-Seismic Design Criteria APPENDIX E-General Earthwork and Grading Specifications Plate 1-Geotechnical Map (Rear ofText) INTRODUCTION This report prepared by CW Soils, presents the preliminary interpretive geotechnical evaluation for the proposed improvements. The purpose of our work was to evaluate the nature, distribution, and engineering properties of the geologic formations underlying the site with respect to the proposed improvements. Furthermore, we have included grading and foundation design recommendations based on the information you provided. SITE DESCRIPTION The site is located at 1910 Magnolia Avenue in the City of Carlsbad, San Diego County, California. The proposed improvements will be located in the northeast corner ofthe subject property. The subject property is surrounded by an empty lot to the west, single family residences to the east, a church to the north and a school to the south. The general location of the subject property is illustrated on Figure 1 -Vicinity Map. The subject property consists of partially developed land with relatively flat terrain. Topographic relief at the subject property is relatively low, with a swimming pool located in the northwest portion ofthe site. Elevations within the project area range from approximately 200 to 204 feet above mean sea level (msl), for a difference of about 4± feet. Vegetation at the site includes moderate amounts of shrubs, flowers, and grasses, along with some scattered trees. No readily apparent indications of significant past grading operations were observed at the site. PROPOSED DEVELOPMENT Based on our understanding of the proposed project, one two story detached garage roughly positioned in the approximate footprint of the existing garage, that will be demolished, is planned. In addition, an addition to the master bedroom suite is planned for the northwest perimeter of the existing residence. The proposed residential improvements are anticipated to consist of a wood, concrete, or steel framed one-or two-story structures utilizing slab on grade construction. Formal plans have not been prepared and await the conclusions and recommendations of this report. REFERENCE: Google Earth (Version 5.1.3533.1731) [Software]. Mountain View, CA: Google Inc. (2009). Pro osed Ball Gara e 12143-10 Not to Scale VICINTYMAP April2012 FIGURE 1 FIELD EXPLORATION AND LABORATORY TESTING Field Exploration Subsurface exploration at the subject property was performed on April 18, 2012. Hand auger equipment was mobilized to advance two borings throughout the project area to a maximum depth of6V4 feet. Classification and logging of the soils encountered during the field exploration were performed in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) of ASTM D 2488. Earth material descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487 or re-examination in the laboratory. Descriptive logs and the Log Symbols & Terms explanation sheet are presented in Appendix B. Associated with the subsurface exploration was the collection of disturbed bulk samples and/or relatively undisturbed samples of soils for laboratory testing and analysis. Samples were placed in sealed containers and transported to the laboratory for testing and analysis. The exploratory locations and geologic conditions at the subject property are illustrated on Plate 1 -Geotechnical Map. Laboratory Testing Maximum dry density/optimum moisture content, expansion potential, pH, resistivity, sulfate content, chloride content, and in-situ density/moisture content were determined for selected samples of soils, considered representative of those noted during the field exploration. The laboratory test results are reflected throughout the Conclusions and Recommendations of this report. Summaries of the test results and brief descriptions of laboratory test criteria are presented in Appendix C. FINDINGS Regional Geology Regionally, the project is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Ranges are characterized by northwest trending sediment filled elongated valleys divided by steep mountain ranges. Associated with and subparallel to the northwest trending San Andreas Fault, are the San Jacinto Fault, Newport-Inglewood Fault, and the Whittier-Elsinore Fault zones. The northwest trend of the province has played a major role in shaping the dominant structural geologic features in the region as well. The Perris Block forms the eastern boundary of the Elsinore Fault, while the west side is comprised ofthe Santa Ana Mountains. The Perris Block is in turn bounded to the east by the San Jacinto Fault. The Peninsular Ranges Province and the Transverse Range Province are separated by the northern perimeter of the Los Angeles basin, which is formed by a northerly dipping blind thrust fault. The low lying areas within the Peninsular Ranges Province are principally made up of Tertiary and Quaternary non-marine alluvial sediments consisting of alluvial deposits, sandstones, claystones, siltstones, conglomerates, and occasional volcanic units. The mountainous regions are primarily made up of Pre-Cretaceous, metasedimentary, and metavolcanic rocks along with Cretaceous plutonic rocks of the Southern California Batholith. A map illustrating the regional geology is presented on Figure 2-Regional Geologic Map. April27, 2012 3 CWSoils Local Geology The most relevant local geologic units expected to be present at the site are summarized in this section. A general description of the dominant soils that form the geologic units is provided below: • Artificial Fill, Undocumented (map symbol Afu): Undocumented artificial fill materials were encountered throughout the site within the upper 1 Y:z to 2 feet during exploration. These materials are typically locally derived from the native materials and consist generally of reddish brown to dark reddish brown silty sand. These materials are generally inconsistent, poorly consolidated fills. • Quaternary Very Old Paralic Deposits (map symbol Qvop): Quaternary very old paralic deposits were encountered to a maximum depth of 61,14 feet. The very old paralic deposits consist predominately of orange brown to moderate yellowish brown, clayey sandstone and silty sandstone. These deposits were generally noted to be in a moist to very moist, moderately hard to hard state with the upper Yz to 1 foot being generally more weathered and not as hard. Geologic Structure The very old paralic deposits described are common to this area. The very old paralic deposits are generally massive and lack significant structural planes. Aerial Photographs No strong geomorphic lineaments were interpreted to project through the proposed project area during our review of aerial photographs of the subject property. While conducting our interpretive analysis of the site, no geomorphic evidence of recently active landsliding was found. Aerial photographs from different time periods and various scales that were utilized in our geomorphic interpretations include the following from Google Earth dated May 31, 1994, May21, 2002, October 10,2005, and September 15,2010. Faulting Significant ground shaking will likely impact the site within the design life ofthe proposed project, due to the project being located in a seismically active region. The geologic structure of the entire southern California area is dominated by northwest-trending faults associated with the San Andreas Fault system. The San Andreas Fault system accommodates for most ofthe right lateral movement associated with the relative motion between the Pacific and North American tectonic plates. The subject property is not located within an Alquist-Priolo Earthquake Fault Zone, established by the State of California to restrict the construction of habitable structures across identifiable traces of known active faults. No active faults are known to project through the proposed project. As defined by the State of California, an active fault has undergone surface displacement within the past 11,000 years or during the Holocene geologic time period. Based upon our understanding of the site and our analysis using the referenced software (USGS 2002 Interactive Deaggregation), the Rose Canyon Fault with an approximate source to site distance of 9.5 kilometers is the closest known active fault anticipated to produce the highest ground accelerations, having an estimated maximum modal magnitude of 7 .0. The potential for surface rupture to adversely impact the safety of the proposed structures inhabitants is very low to remote. April27, 2012 4 CWSoils Reference: Kennedy, M.P., et all, 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, U.S. Geological Survey, Department of Earth Sciences, University of California, Riverside. Pro osed Ball Gara e 12143-10 Not to Scale REGIONAL GEOLOGIC MAP April2012 FIGURE2 CONCLUSIONS AND RECOMMENDATIONS General From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed improvements, provided the conclusions and recommendations herein are incorporated into the plans and are implemented during construction. Geologic and soils engineering issues requiring special attention during planning and construction include temporary excavations during ground improvement operations. The temporary excavations for ground improvements in the vicinity of the proposed master bedroom addition should include temporary cuts made at a 1: 1 gradient from the top of footing (existing residence) at existing grade downward to the recommended removal depth. The conclusions and recommendations provided herein have been developed through diligent methodology to help mitigate potential geologic and soils engineering issues affecting the proposed improvements. Earthwork Grading Operations Grading operations are subject to the provisions of the 2010 California Building Code (CBC), including Appendix J Grading, as well as all applicable grading codes and requirements of the appropriate reviewing agency. Grading operations should also be conducted in accordance with applicable requirements of our General Earthwork and Grading Specifications within the fmal appendix of this report, unless more conservative recommendations are provided herein. Clearing and Grubbing Areas undergoing grading operations should be stripped of vegetation including trees, grasses, weeds, brush, shrubs, or any other debris and properly disposed of offsite. Laborers should be employed to remove roots, branches, or other deleterious materials during grading operations. CW Soils should be notified in a timely manner in order to provide observations during Clearing and Grubbing operations. Any buried foundations or unanticipated conditions should be brought to our immediate attention to consider whether adjustments are necessary. Excavation Characteristics Based on our experience with similar projects in similar settings, the near surface soils, will be readily excavated with conventional earth moving equipment appropriately selected for the task to be performed. Groundwater Groundwater was not observed during the field exploration. It should be noted that localized groundwater or variations in the level of groundwater could be discovered during grading due to the limited number of exploratory locations or other factors. Apri/27, 2012 6 CWSoils Ground Preparation In areas to receive compacted fill, the removal of low density, compressible soils, such as any topsoil and undocumented artificial fill, should continue until firm competent bedrock is encountered. Removal excavations should be verified by the project engineer, geologist or their representative. Prior to placing compacted fills, the exposed bottom should be scarified to a depth of 6 inches or more, watered or air dried as necessary to achieve near optimum moisture content and then compacted to a minimum of 90 percent ofthe maximum dry density as determined by ASTM D1557-00. Remedial grading should extend horizontally beyond the perimeter of the proposed structures a distance equal to the depth of compacted fill below the proposed footing or a minimum of 5 feet, whichever is greater, with the exception of the perimeter of the existing residence. The anticipated removal depths are shown on Plate 1 -Geotechnical Map. In general the anticipated removal depths should vary from 2 to 2.5 feet below existing grade. Oversize Rock No significant quantities of oversize rock (i.e., rock exceeding a maximum dimension of 12 inches) are expected to be encountered during grading. Oversize rock that is encountered should be disposed of offsite or stockpiled and crushed for future use. The disposal of oversize rock is discussed in greater detail in the last appendix of this report, General Earthwork and Grading Specifications. Compacted Fill Placement Well mixed soils should be placed in 6 to 8 inch maximum (uncompacted) lifts, watered or air dried as necessary to achieve uniform near optimum moisture content and then compacted to a minimum of 90 percent ofthe maximum dry density as determined by ASTM D1557-00. Import Soils If needed to achieve final design grades, all potential import materials should be non-expansive, free of deleterious/oversize materials, and approved by the project soils engineering consultant prior to delivery onsite. Fill Slopes Fill slopes higher than 5 feet and steeper than 5:1 (h:v) require a keyway at the toe. Keyways should be excavated 2 feet into bedrock, as measured on the downhill side and be a minimum of 10 feet wide. Backcuts for keyway excavations should be cut no steeper than 1: 1 or as recommended by the soils engineer or engineering geologist. As compacted fill is placed, proper benching into bedrock should be maintained. Cut Slopes Cut slopes into the bedrock are expected to be stable. Cut slopes should be observed by the engineering geologist or his representative during grading operations. Apri/2"' 2012 7 CWSoils Temporary Backcuts With regard to excavation safety, it is the responsibility of the grading contractor to follow all Cal- OSHA requirements. Adequate slope stability to protect adjacent developments must be maintained, temporary backcuts for canyon removals, stabilization fills, and/or keyways may be needed. Temporary backcuts should be excavated at a 1:1 (h:v) gradient or flatter. Where geologic structure or soils are unfavorable, flatter backcuts may be required. It is imperative that grading schedules minimize the exposure time of the unsupported excavations. Temporary backcuts should be observed by the engineering geologist or his representative during grading operations. Cut/Fill Transitions Cut/fill transitions should be eliminated from all structure areas where the depth of fill placed within the "fill" portion exceeds the proposed footing depths, to diminish distress to structures resulting from excessive differential settlement. Each structural foundation should bear entirely on a uniform bearing material. This should be accomplished by overexcavating the "cut" portion and replacing the excavated materials with properly compacted fill. The recommended depths of overexcavation can be found in the underlying table. DEPTH OF FILL ("fill" portion) DEPTH OF OVEREXCAV ATION ("cut" portion) Up to 8 feet Equal depth (4 feet maximum) Greater than 8 feet One-half the "fill" portion thickness (10 feet maximum) Overexcavation of the "cut" portion should extend beyond the building perimeter a horizontal distance equal to the depth of overexcavation or a minimum of 5 feet, whichever is greater. Shrinkage, Bulking, and Subsidence Volumetric reductions in soils will occur as poorly consolidated soils are replaced with properly compacted fill. The estimates of shrinkage/bulking and subsidence are intended as an aid for project engineers in determining earthwork quantities. Since many variables can affect the accuracy of these estimates, they should be used with caution and contingency plans should be in place for balancing the project. Subsidence resulting from scarification and recompaction of bottom excavations is expected to be negligible. Shrinkage/bulking estimates for the various geologic units that are expected to undergo volume changes during grading operations are provided below. GEOLOGIC UNIT SHRINKAGE (%) Artificial Fill 10 to 15 Bedrock Oto 5 Geotechnical Observations Clearing operations, removal of unsuitable materials, and general grading procedures should be observed by the project soils consultant or his representative. Compacted fill should not be placed Apri/27, 2012 8 CWSoils without prior bottom observations being conducted by the soils consultant or his representative to verify the adequacy of the removals. The project soils consultant or his representative should be present to observe grading operations and to check that the minimum compaction requirements are being obtained. In addition, verification of compliance with the other grading recommendations presented herein should be provided concurrently. Post Grading Considerations Slope Landscaping and Maintenance Provided all drainage provisions are properly constructed and maintained, the gross stability of graded slopes should not be adversely affected. However, satisfactory slope and building pad drainage is essential for the long term performance of the site. Concentrated drainage should not be allowed to flow uncontrolled over any descending slope. As recommended by the project landscape architect, engineered slopes should be landscaped with deep rooted, drought tolerant maintenance free plant species. Site Drainage Maintaining control over drainage throughout the site is important for the long term performance of the proposed improvements. We recommend roof gutters or equivalent roof collection system for proposed structures. Pad and roof drainage should be routed in non-erosive drainage devices to driveways, adjacent streets, storm-drain facilities, or other locations approved by the building official. Drainage should not be allowed to pond on the building pad or near any foundations. Planters located within retaining wall backfill should be sealed to prevent moisture intrusion into the backfill. Planters located next to structures should be sealed to the depth of the footings. Drainage control devices require periodic cleaning, testing and maintenance to remain effective. Building pad drainage should be designed to meet the minimum gradient requirements of the CBC, to divert water away from foundations. Utility Trenches All utility trench backfill should be compacted at near optimum moisture to a minimum of90 percent of the maximum dry density as determined by ASTM D1557-00. Trench backfill should be placed in approximately 6 to 8 inch maximum loose lifts and then mechanically compacted with a hydro-hammer, a sheepsfoot, pneumatic tampers, or similar equipment. Within pavement areas, the upper 6 inches of subgrade materials for utility trench backfill should be compacted to 95 percent of the maximum dry density determined by ASTM D1557-00. The utility trench backfill should be observed and tested by the project soils engineer or their representative to verify that the minimum compaction requirements have been obtained. Where utility trenches undercut perimeter foundations, all utility trenches should be backfilled with compacted fill, lean concrete, or concrete slurry. When practical, interior or exterior utility trenches that run parallel to structure footings should not be located within a 1:1 (h:v) plane projected downward from the outside bottom edge of the footing. April2"' 2012 9 CWSoils SEISMIC DESIGN PARAMETERS Ground Motions To resist the effects of design level seismic ground motions, structures are required to be designed and constructed in accordance with the 2010 California Building Code Section 1613. The design is reliant on the site class, occupancy category (I, II, III, or IV), and mapped spectral accelerations for short periods (Ss) and a 1- second period (S1). Based on data and maps jointly compiled by the United States Geological Survey (USGS) and the California Geological Survey (CGS), spectral accelerations for the subject property were generated via a software application, Earthquake Ground Motion Parameters, Version 5.1.0, dated February 10, 2011. The data summarized in the following table is based on the Maximum Considered Earthquake (MCE) with 5% damped ground motions having a 2% probability of being exceeded in 50 years (2,475 year return period). The seismic design parameters were determined by a combination of the site class, mapped spectral accelerations, on site soil/rock conditions, and occupancy category. The compilation of seismic design parameters found below are considered appropriate for implementation during structural design. Summaries of the Seismic Hazard Deaggregation graphs and compiled data are presented in Appendix D. PARAMETER FACTOR Site Location Latitude: 33.1604 Longitude: -117.3269 Site Class D Mapped Spectral Accelerations for short periods I Ss 1.25 Mapped Spectral Accelerations for 1-Second Period ! s1 0.47 Site Coefficient I Fa 1.00 Site Coefficient l Fv 1.53 l Maximum Considered Earthquake Spectral Response ! 1.25 Acceleration for Short Periods I Sms Maximum Considered Earthquake Spectral Response I Acceleration for 1-Second Period J Sml 0.72 Design Spectral Response Acceleration for Short Periods ! Sns 0.83 Design Spectral Response Acceleration for 1-Second Period I SDJ 0.48 Seismic Design Category D Importance Factor Based on Occupancy Category II A probabilistic seismic hazard assessment for the site was conducted in accordance with the 2010 CBC, Section 1803.5.12. The probabilistic seismic hazard maps and data files were jointly prepared by the United States Geological Survey (USGS) and the California Geological Survey (CGS) located at the CGS Probabilistic Seismic Hazards Mapping Ground Motion Page. Actual ground shaking intensities at the subject property may be substantially higher or lower based on complex variables such as the near source directivity effects, depth and consistency of soils, topography, geologic structure, direction of fault rupture, seismic wave reflection, refraction, and attenuation rates. Apri/27, 2012 10 CWSoils Secondary Seismic Hazards Secondary effects of seismic shaking include several types of ground failure as well as induced flooding. Ground failure that could occur as a consequence of severe ground shaking, include landslides, ground lurching, shallow ground rupture, and liquefaction/lateral spreading. The likelihood of occurrence of each type of ground failure depends on the severity and distance from the earthquake epicenter, topography, geologic structure, groundwater conditions, and other factors. All of the secondary effects of seismic activity listed above are considered to be unlikely, based on our experience, subsurface exploration, and laboratory testing. Seismically induced flooding is normally associated with a tsunami (seismic sea wave), a seiche (i.e., a wave- like oscillation of surface water in an enclosed basin that may be initiated by a strong earthquake) or failure of a major reservoir or retention system up gradient of the site. As a result of the site being at an elevation of more than 200 feet above mean sea level and being more than one mile inland from the nearest coastline of the Pacific Ocean, the potential for seismically induced flooding due to a tsunamis is considered remote. The likelihood of induced flooding due to a seiche overcoming a dam's freeboard is considered remote. In addition, it is considered remote that any major reservoir up gradient of the subject property would be compromised to a point of failure. Liquefaction and Lateral Spreading The three requirements for liquefaction to occur include seismic shaking, poorly consolidated cohesionless sands, and groundwater. Liquefaction results in a substantial loss of shear strength in loose, saturated, cohesionless soils subjected to earthquake induced ground shaking. Potential impacts from liquefaction include loss of bearing capacity, liquefaction related settlement, lateral movements, and surface manifestation in the form of sand boils. The potential for design level earthquake induced liquefaction and lateral spreading to occur beneath the proposed structures is considered very low to remote due to the recommended compacted fill and the shallow bedrock. PRELIMINARY FOUNDATION DESIGN RECOMMENDATIONS General Shallow foundations are considered feasible for support of the proposed structures, provided grading and construction are performed in accordance with the recommendations of this report. Foundation recommendations are provided in the following sections. Graphic presentations of relevant information and recommendations are also included on Plate 1 -Geotechnical Map. Allowable Bearing Values An allowable bearing value of 2,000 pounds per square foot (psf) is recommended for design of 12 inch wide continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade and 24 inch square pad footings. This value may be increased by 20 percent for each additionall-foot ofwidth and/or depth to a maximum value of 2,500 psf. Recommended allowable bearing values include both dead and frequently applied live loads and may be increased by one third when designing for short duration wind or seismic forces. April27, 2012 11 CWSoils Settlement We estimate that the maximum total settlement of the footings will be less than approximately% inch, based on the anticipated loading and the settlement characteristics of the underling earth materials. Differential settlement is expected to be about Yz inch over a horizontal distance of approximately 20 feet, for an angular distortion ratio of 1:480. The majority of the settlement is anticipated to occur during construction or shortly after the initial application ofloading. The above settlement estimates are based on the assumption that the grading and construction are performed in accordance with the recommendations presented in this report. Additionally, the project soils consultant or his representative will be provided the opportunity to observe the foundation excavations. Lateral Resistance Passive earth pressure of 250 psf per foot of depth to a maximum value of 2,500 psf may be used to establish lateral bearing resistance for footings. A coefficient of friction of 0.36 times the dead load forces may be used between concrete and the supporting soils to determine lateral sliding resistance. The above values may be increased by one-third when designing for short duration wind or seismic forces. When combining passive and friction for lateral resistance, the passive component should be reduced by one third. In no case shall the lateral sliding resistance exceed one-half the dead load for clay, sandy clay, sandy silty clay, silty clay, and clayey silt. The above lateral resistance values are based on footings for an entire structure being placed directly against compacted fill. Expansive Soil Considerations The preliminary laboratory test results indicate that the onsite soils exhibit an expansion potential of VERY LOW as classified by the 2010 CBC Section 1803.5.3 and ASTM D4829-03. Additional, testing for expansive soil conditions should be conducted upon completion of rough grading and prior to construction. The following recommendations should be considered the very minimum requirements, for the soils tested. It is common practice for the project architect or structural engineer to require additional slab thickness, footing sizes, and/or reinforcement. Very Low Expansion Potential (Expansion Index of20 or Less) Our laboratory test results indicate that the soils onsite exhibit a VERY LOW expansion potential as classified by the 2010 CBC Section 1803.5.3 and ASTM D4829-03. Since the onsite soils exhibit expansion indices of20 or less, the design of slab on grade foundations is exempt from the procedures outlined in Section 1808.6.1 or 1808.6.2. Conventional Footings • Exterior continuous footings should be founded at the minimum depths below the lowest adjacent fmal grade (i.e. minimum 12 inch depth for one-story, minimum 18 inch depth for two-story, and minimum 24 inch depth for three-story construction). Interior continuous footings for one-, two-, and three-story construction may be founded at a minimum depth of 12 inches below the lowest adjacent final grade. In accordance with Table 1809.7 of the 2010 CBC, all continuous footings should have a minimum width of 12, 15, and 18 inches, for one-, two-, and three-story structures, April27, 2012 12 CWSoils respectively, and should be reinforced with a minimum oftwo (2) No.4 bars, one (1) top and one (1) bottom. • Exterior pad footings intended to support roof overhangs, such as second story decks, patio covers and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with a minimum of No. 3 bars spaced a maximum of 20 inches on center, each way, and should be placed near the bottom-third of the footings. Building Floor Slabs • Building floor slabs should be a minimum of 4 inches thick. All floor slabs should be reinforced with a minimum of No. 3 bars spaced a maximum of 24 inches on center, each way, supported by concrete chairs or bricks to ensure desired mid-depth placement. • Building floor slabs with moisture sensitive or occupied areas, should be underlain by a minimum 1 0-mil thick moisture barrier to help reduce the upward migration of moisture from the underlying soils. The moisture barrier should be properly installed using the guidelines of ACI publication 318- 05 and meet the performance standards of ASTM E 1745 Class A material. Prior to placing concrete, it is the responsibility of the contractor to ensure that the moisture barrier is properly placed and free of openings, rips, or punctures. As an option for additional moisture protection and foundation strength, higher strength concrete, such as a minimum compressive strength of 5,000 pounds per square inch (psi) in 28-days may be used. Ultimately, the design of the moisture barrier system along with recommendations for concrete placement and curing are the purview of the foundation engineer, factoring in the project conditions provided by the architect and owner. • Garage floor slabs should be a minimum of 4 inches thick and should be reinforced in a similar manner as occupied area floor slabs. Garage floor slabs should be placed separately from adjacent wall footings with a positive separation maintained with % inch minimum felt expansion joint materials and quartered with weakened plane joints. A 12 inch wide turn down founded at the same depth as adjacent footings should be provided across garage entrances. The turn down should be reinforced with a minimum oftwo (2) No.4 bars, one (1) top and one (1) bottom. • Prior to placing concrete, the subgrade soils below all floor slabs should be pre-watered to promote uniform curing of the concrete to minimize the development of shrinkage cracks. The pre-watering should be verified by CW Soils. Post Tensioned Slab/Foundation Design Recommendations In lieu of the proceeding foundation recommendations, post tensioned slabs may be used for the proposed structures. Post tension foundations are generally considered to be a better foundation system, but may be slightly higher in overall cost. The foundation engineer may design the post tensioned foundation system using the following Post Tensioned Foundation Slab Design table. These parameters have been provided in general accordance with Post Tensioned Design. Alternate designs addressing the effects of expansive soils are allowed per 2010 CBC Section 1808.6.2. When utilizing these parameters, the foundation engineer should design the foundation system in accordance with the allowable deflection criteria of applicable codes. It should be noted that the post tensioned design methodology is partially based on the assumption that soils moisture changes around and underneath post tensioned slabs, are only influenced by climate conditions. With April 27, 2012 13 CWSoils : ___ , I ___ J LJ \_J ·--, : __ J ,, l __ j regard to expansive soils, moisture variations below slabs are the major factor in foundation damage. However, the design methodology does not take into account presaturation, owner irrigation, or other non-climate related influences on the moisture content ofthe subgrade soils. In recognition of these realities, we modified the soils parameters obtained from this methodology to help account for reasonable irrigation practices. Additionally, the slab subgrades should be presoaked to a depth of 12 inches and maintained at above optimum moisture until placing concrete. Furthermore, prior to placing concrete, the subgrade soils below all floor slabs and perimeter footings should be presoaked to achieve moisture contents at least 1.0, 1.1, 1.2, and 1.3 times optimum to depths of 6, 12, 18, and 24 inches for Low, Medium, High, and Very High expansion potential soils, respectively. The moisture content should penetrate to a minimum depth of24 inches into the subgrade soils. The pre-watering should be verified and tested by CW Soils. Ponding water near the foundation can significantly change the moisture content of the soils below the foundation, causing excessive foundation movement and detrimental effects. Our recommendations do not account for excessive irrigation and/or incorrect landscape designs. To prevent moisture infiltration below the foundation, planters placed adjacent to the foundation should be designed with an effective drainage system or liners. Some lifting of the perimeter foundation should be expected even with properly constructed planters. Future owners should be informed and educated of the importance in maintaining a consistent level of moisture within the soils around structures. Potential negative consequences can result from either excessive watering or allowing expansive soils to become too dry. Expansive soils will shrink as they dry, followed by swelling during the rainy winter season or when irrigation is resumed, causing distress to site improvements. Post Tensioned Foundation Slab Design PARAMETER VALUE Expansion Index VeryLow1 Percent Finer than 0.002 mm in the < 20 percent (assumed) Fraction Passing the No. 200 Sieve Clay Mineral Type Montmorillonite (assumed) Thomthwaite Moisture Index -20 Depth to Constant Soil Suction 7 feet Constant Soil Suction P.F. 3.6 Moisture Velocity 0.7 inch/month Center Lift Edge moisture 5.5 feet variation distance, em 1.5 inches Center lift, Ym Edge Lift Edge moisture 2.5 feet variation distance, em 0.4 inches Edge lift, Ym Soluble Sulfate Content for Design of Moderate Concrete Mixtures in Contact with Soils Modulus of Subgrade Reaction, k (assuming presaturation as indicated 200 pci below) Minimum Perimeter Foundation 12 Embedment Under Slab Moisture Barrier and Sand 10-mil thick moisture barrier meeting the requirements of a ASTM E 1745 Class A material Layer 1. Assumed for design purposes or obtained by laboratory testing. 2. Recommendations for foundation reinforcement are ultimately the purview of the foundation/structural engineer based upon the soils criteria presented in this report and structural engineering considerations. Apri/27, 2012 14 CWSoils Soils vary in type, strength, and other engineering properties betwe~n points of observation and exploration. Groundwater and moisture conditions can also vary due to natural processes or the works of man on this or adjacent properties. As a result, we do not and cannot have complete knowledge of the subsurface conditions beneath the proposed project. No practical study can completely eliminate uncertainty with regard to the anticipated geologic and soils engineering conditions in connection with a proposed project. The conclusions and recommendations within this report are based upon the findings at the points of observation and are subject to confirmation by CW Soils based on the conditions revealed during grading and construction operations. This report was prepared with the understanding that it is the responsibility of the owner, to ensure that the conclusions and recommendations contained herein are brought to the attention of the other project consultants and are incorporated into the plans and specifications. The owners' contractor should implement the recommendations in this report and notify the owner as well as our office if they consider any of the recommendations presented herein to be unsafe or unsuitable. April 27, 2012 18 CWSoils APPENDIX A REFERENCES APPENDIX A References California Building Standards Commission, 2010,2010 California Building Code, California Code of Regulations Title 24, Part 2, Volume 2 of 2, Based on 2009 International Building Code. Hart, Earl W. and Bryant, William A., 1997, Fault Rupture Hazard Zones in California, CDMG Special Publication 42, revised 2003. Irvine Geotechnical, 2001, Mult Calc 2000, October 10. Kennedy, M.P., et all, 2005, Geologic Map of the Oceanside 30' x 60' Quadrangle, California, U.S. Geological Survey, Department ofEarth Sciences, University of California, Riverside. National Association of Corrosion Engineers, 1984, Corrosion Basics An Introduction, page 191. Southern California Earthquake Center (SCEC), 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, March. APPENDIXB FIELD EXPLORATION Geotechnical Boring Log HA-l !Date: 4-18-12 Project Name: Ball Garage Page:* of* Project Number: 12143-10 Logged By: CW Drilling Company: NA Type of Rig: NA Drive Weight (lbs): NA Drop (in): NA Hole Diameter (in): 3 Top of Hole Elevation (ft): NA Hole Location: See Geotechnical Map "" Q 0 (!) b ..0 t:l. (.) ~ ..... ..0 5 ,......_, g s .£ ~ 2 ..... ::l d 0 z '-" .Q u 0 "" ~ ,..._., 5 ~ .s:::: ~ ~ (!) <.) 0. 0 ..... t;:l ..... 0 "' ·;;; 0. -~ 0 ·s (!) CQ ~ Q r/J 0 ~ u MATERIAL DESCRIPTION 0 Bag I 3 1/2 Inches Asphalt Concrete @0·5' SM Artificial Fill, Undocumented (Afu): Silty sand; reddish brown, moist, loose upper 2 1/2 feet probes easily 1 -..... Quaternary Very Old Paralic Deposits (Qvop); Silty Sandstone; dark orange 2 brown, very moist, moderately soft S-1 -9.1 ---:-......... ------,.. __ ---------------------------------Clayey Sandstone; orange brown, moist to very moist, moderately hard, very 3 difficult to probe below 2 1/2 feet moderately hard to hard 4 S-2 -10.6 5 Total Depth: 6 1/4 feet 6 -9.0 No Groundwater ~ Geotechnical Boring Log HA-2 Date: 4-18-12 Project Name: Ball Garage Page:* of* Project Number: 12143-10 Logged By: CW Drilling Company: NA Type of Rig: NA Drive Weight (lbs): NA Drop (in): NA Hole Diameter (in): 3 Top of Hole Elevation (ft): NA Hole Location: See Geotechnical Map ""' Q 0 <U ""' "S t:l.. <U (.) § ..0 6 ,-... >-. s c '<!. VJ ,-..., ...... ~ = ¢::: 0 0 ·~ '-' 0 "-" u 0 ~ ~ ..e ~~ <U <.> -0 -!;:I ..... .9 p.. <f) 'Fil fr ~ e;. ,,... CQ 0 "' 0 0 ~ .!S OCJ u MATERIAL DESCRIPTION 0 3 Inches Asphalt Concrete SM Artificial Fill, Undocumented (Afu); Silty Sand; dark reddish brown, very moist, _j loose -- 1 2 S-1 -11.3 Quaternary Very Old Paralic Deposits (Qvop); Silty Sandstone; moist, moderately soft to moderately hard ---'·~ ...... ------------------------------------------Clayey Sandstone; moderate yellowish brown, very moist, moderately hard, very 3 difficult to probe beyond 2 112' 4 S-2 -12.4 -Total Depth: 4 1/4 feet No Groundwater 5 J 6 ~ APPENDIXC LABORATORY PROCEDURES AND TEST RESULTS APPENDIXC Laboratory Procedures and Test Results Our laboratory testing has provided quantitative and qualitative data involving the relevant engineering properties of the representative soils selected for testing. Representative samples were tested using the guidelines of the American Society for Testing and Materials (ASTM) procedures or California Test Methods (CTM). Soil Classification: The soils observed during exploration were classified and logged in general accordance with the Standard Practice for Description and Identification of Soils (Visual-Manual Procedure) of ASTM D 2488. Upon completion of laboratory testing, exploratory logs and sample descriptions may have been reconciled to reflect laboratory test results with regard to ASTM D 2487. Moisture and Density Tests: For select samples, moisture content and dry density determinations were obtained using the guidelines of ASTM D 2216 and ASTM D 2937, respectively. These tests were performed on relatively undisturbed samples and the test results are presented on the exploratory logs. Maximum Density Tests: The maximum dry density and optimum moisture content ofrepresentative samples were determined using the guidelines of ASTM D1557. The test results are presented in the table below. SAMPLE MATERIAL MAXIMUM DRY OPTIMUM MOISTURE LOCATION DESCRIPTION DENSITY (pet) CONTENT(%) HA-l@ 0-5 feet Silty SAND 131.5 9.5 Expansion Index: The expansion potential of representative samples was evaluated using the guidelines of ASTM D 4829. The test results are presented in the table below. SAMPLE MATERIAL EXPANSION INDEX EXPANSION LOCATION DESCRIPTION POTENTIAL HA-l @ 0-5 feet Silty SAND 4 VERY LOW Minimum Resistivity and pH Tests: Minimum resistivity and pH tests of select samples were performed using the guidelines ofCTM 643. The test results are presented in the table below. SAMPLE MATERIAL MINIMUM LOCATION DESCRIPTION pH RESISTIVITY (ohm-em) HA-2@ 2 feet Clayey SAND 7.1 6,100 Soluble Sulfate: The soluble sulfate content of select samples was determined using the guidelines ofCTM 417. The test results are presented in the table below. SAMPLE MATERIAL SULFATE CONTENT SULFATE EXPOSURE LOCATION DESCRIPTION (% by weight) HA~2@ 2 feet Clayey SAND 0.160 Moderate Chloride Content: Chloride content of select samples was determined using the guidelines of CTM 422. The test results are presented in the table below. SAMPLE LOCATION MATERIAL DESCRIPTION CHLORIDE CONTENT (ppm) HA~2@ 2 feet Clayey SAND NO _j ___ j --~: APPENDIXD SEISMICITY ~ ~ ~ :t: ltJ 0"" ~ t:: .Q ~ .......... ~ ~ ~ t: 1(-J 8 ~-e::>~ R."...;:e ~~:. ~._,.'-'>- ~a ~ Prob. SA, PGA ~Q ~~"' .... · <:median I R,M ..,. media na.& Y"~ O<s-.<0.5 ~ <>--v .....-~~:. 0.5 <~<1 -?~ e0 <-1 I -2 <~o <-1 Prob. Seistuic Hazard Deaggregation 12143-10 117 .326° \V. 33.160N. P<:ak Horiz. Ground Acc<:l.>-0.5l69 g; .... ~1ean R<:n1rn Time ~475 years Mean ( R,h1,e:0) 9.8 km, 6.68, 0. 98 Modal (R,M,E0)= 9.7 km, 7.l4, 0.8l (from peak R,M bin Modal. (R,M,e:*) = 9.7 km, 7.l4, l to ~sigma (from peak R,M,e: bin Binning: DeltaR LO. km, ddtaM=O .~. Deltae:=LO ~ ~~~ . o~b- -~o ~~-l? ~!" ~ ..::::;>0 0,...'/~ ~ -1 <~ <-0.5 ~~ 1 < ~ < 1.5 • :2 < ~ < 3 r+~:. ~~~' ;. ~«,.. -0.5 <~ <0 1.5 < ~ < ~ 2003 update USGS PSHA # -C::5 ~~ a~"Un:• (11'1 ITI:Ig'ltlc» l7tli, Gp'OIIm ( ID,Ei c».agg~1lon l:r .t ~-m li'OCK /I "If:! Y..-.:7e0 m~ tlp !0 rn USGS CGfT PS~!. UP DAlE Bhs. WI I\ 11 OcO.s'\\ C«<t1b.. orn111id [!LD) 2012 Atr 35 1:-2a :38 ............. ... _ .. '1 I I ~· ;: 2002ai '-~ "'E t1 ~ ..c & 0 ,., ... r3 Wll _g i :.> ~ • 12143-10 Geographic Deagg. Seismic Hazard for 0.00-s Spectral Ar::ce 1. 0.5168 g PGA Ex.ceo.:lance Return 'Time: ~475 "'ears Max. significant source distance 35. k·rn. Red lines ~pL~sent QuatemaL)' fault I ocati ons G ridded-source hazard ace u m. in 4 5° interval s Rock site. Average Vs=760 mfs top 30 m -~ ............ •il"l • • 7.7 7.5 7.2 1.o M 8.8 . 8.5 8.3 8.0 5.8 ~~ mm 3:112 ,A,r:r 1115 17" :29:39 Sl'» C:ocnb:-117.3.21& !-~ ~ ~·QitaN dsiO. r,.,u; .JmUJI EH:dli'.J'Iio .112~5-<B (a:llum h;lglll Ff"CP-10 E:aB.J1ei. li'9d d.Jm:nd~: 1 .. ~1oriC.JI N"llc:p.»~. P.be CLC Page 1 of3 > *** Deaggregation of Seismic Hazard for PGA & 2 Periods of Spectral Accel. *** *** Data from U.S.G.S. National Seismic Hazards Mapping Project, 2002 version *** PSHA Deaggregation. %contributions. site: 12143-10 long: 117.326 w., 1at: 33.160 N. USGS 2002-03 update files and programs. dM=0.2. Site descr:ROCK Return period: 2475 yrs. Exceedance PGA =0.5169 g. #Pr[at least one eq with median motion>=PGA in 50 yrs}=0.00030 DIST (KM) MAG(MW) ALL EPS EPSILON>2 1<EPS<2 O<EPS<1 -1<EPS<O -2<EPS<-1 EPS<-2 8.3 5.05 0.955 0.691 0.264 0.000 0.000 0.000 0.000 12.3 5.05 0.210 0.210 0.000 0.000 0.000 0.000 0.000 8.3 5.20 1. 920 1.129 0. 791 0.000 0.000 0.000 0.000 12.6 5.20 0.483 0.482 0.001 0.000 0.000 0.000 0.000 8.3 5.40 1. 938 0.854 1. 085 0.000 0.000 0.000 0.000 13.0 5.40 0.574 0.515 0.059 0.000 0.000 0.000 0.000 8.3 5.60 1. 956 0.660 1.296 0.000 0.000 0.000 0.000 13.3 5.60 0. 667 0.536 0.131 0.000 0.000 0.000 0.000 8.3 5.80 1.945 0.508 1. 336 0.101 0.000 0.000 0.000 13.5 5.80 0.757 0.526 0.231 0.000 0.000 0.000 0.000 7.9 6.02 2.752 0,506 1. 804 0.442 0.000 0.000 0.000 13.9 6.00 0.846 0.524 0.322 0.000 0.000 0.000 0.000 21.7 5.99 0.057 0.057 0.000 0.000 0.000 0.000 0.000 7.6 6.20 3.733 0.509 2.182 1. 042 0.000 0.000 0.000 14.5 6.20 0.943 0.558 0.384 0.000 0.000 0.000 0.000 22.6 6.21 0.073 0.073 0.000 0.000 0.000 0.000 0.000 7.5 6.40 4.114 0.418 2.089 1. 602 0.005 0.000 0.000 14.8 6.40 1. 044 0.515 0.515 0.014 0.000 0.000 0.000 23.0 6.40 0.111 0.111 0.000 0.000 0.000 0.000 0.000 8.3 6.62 6.133 0.738 3.311 2.070 0.014 0.000 0.000 13.5 6.61 2.588 1. 080 1.450 0.058 0.000 0.000 0.000 21.9 6.61 0.212 0.212 0.000 0.000 0.000 0.000 o.ooo 8.5 6.76 7.183 0.863 3.862 2.405 0.053 0.000 0.000 13.1 6.78 3.439 1. 242 2.113 0.084 0.000 0.000 0.000 23.1 6.78 0.112 0.111 0.001 0.000 0.000 0.000 0.000 9.4 6.92 21. 910 2.505 12.676 6.692 0.037 0.000 0.000 11.1 6.95 5.873 1. 640 4.143 0.091 0.000 0.000 0.000 22.5 6.95 0.131 0.129 0.002 0.000 0.000 0.000 o.ooo 9.7 7.14 23.869 2.804 14.562 6.503 0.000 0.000 0.000 11.8 7.25 0.110 0.019 0.077 0.014 0.000 0.000 0.000 9.5 7.35 3.127 0.209 1. 324 1.594 0.000 0.000 0.000 35.1 7. 63 0.107 0.107 0.000 0.000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Mean src-site R= 9.8 km; M= 6.68; epsO= 0.98. Mean calculated for all sources. Modal src-site R= 9.7 km; M= 7.14; epsO= 0.81 from peak (R,M) bin Gridded source distance metrics: Rseis Rrup and Rjb MODER*= 9.7km; M*= 7.14; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 14.562 Principal sources (faults, subduction, random seismicity having >10% contribution) Source Category: % contr. R(km) M epsilonO (mean values) California shallow gridded 36.66 9.4 6.15 1.11 Calif b, SS or Thrust 63.34 10.0 6.99 0.90 Individual fault hazard details if contrib.>1%: 2 Rose Canyon 27.83 9.5 7.04 0.76 2 Newport-Inglewood offshore 24.38 9.9 7.01 0.93 2 Rose Canyon GR M-distrib 7.57 10.8 6.82 1.08 2 Newport-Inglewood offshore GR 3.41 12.5 6.80 1.35 ******************** Southern California **************************************** PSHA Deaggregation. %contributions. ROCK site: 12143-10 long: 117.326 d W., lat: 33.160 N. USGS 2002-2003 update files and programs. Analysis on DaMoYr:26/04/2012 Return period: 2475 yrs. 1.00 s. PSA =0.4677 g. #Pr[at least one eq with median motion>=PSA in 50 yrs}=O.OOOOl DIST(km) MAG(Mw) ALL EPS EPSILON>2 l<EPS<2 O<EPS<l -1<EPS<0 -2<EPS<-1 8.3 5.41 0~130 0.130 0.000 0.000 0.000 0.000 8.3 5.61 0.240 0.230 0.010 0.000 0.000 0.000 file:///C:/Users/CW/AppData!Local/Temp!LE2FDXLF.htm EPS<-2 0.000 0.000 4/26/2012 12.6 8.3 13.7 7.8 14.4 7.5 15.2 24.1 7.3 15.3 24.3 8.3 14.1 23.6 35.6 8.7 14.3 24.9 37.1 9.6 13.9 23.6 36.9 53.8 9.7 11.8 37.6 58.4 9.6 36.1 58.4 74.0 35.2 104.8 35.1 104.8 110.6 126.3 105.3 111.8 104.8 5.61 5.80 5.81 6.02 6.01 6.21 6.20 6.21 6.40 6.40 6.41 6.61 6.58 6.60 6.60 6.76 6.76 6.78 6.80 6.95 6.96 6.96 6.94 6.97 7.15 7.14 7.16 7.19 7.33 7.35 7.40 7.33 7.58 7.57 7.80 7.80 7.71 7.86 8.09 7.92 8.22 0.068 0.383 0.169 0.812 0.303 1. 478 0.477 0.106 2.096 0.698 0.213 3.872 1. 700 0.493 0.230 6.949 3.980 0.772 1.152 29.087 2. 971 0.593 0.887 0.058 23.187 0. 662 2.263 0.091 5.291 1. 014 0.154 0.141 3.301 0.114 1. 057 0.153 0.590 0.366 0.433 0.452 0.368 0.068 0.284 0.168 0.380 0.278 0.462 0.399 0.106 0.415 0.457 0.213 0.608 0.764 0.455 0.230 1. 257 1. 587 0.722 1.152 3.943 0.677 0.422 0.887 0.058 2.059 0.071 2.263 o. 091 0.323 0. 862 0.154 0.141 1.967 0.114 0.299 0.153 0.590 0.366 0.433 0.452 0.317 0.000 0.100 0.001 0.432 0.025 1.008 0.078 0.000 1.572 0.241 0.000 2.843 0.936 0.038 0.000 4.493 2.375 0.050 0.000 20.026 2.231 0.171 0.000 0.000 13.077 0.440 0.000 0.000 2.050 0.152 0.000 0.000 1.334 0.000 0.758 0.000 0.000 0.000 0.000 0.000 0.052 0.000 0.000 0.000 0.000 0.000 0.008 0.000 0.000 0.109 0.000 0.000 0.421 0.000 0.000 0.000 1.200 0.018 0.000 0.000 5.117 0.063 0.000 0.000 0.000 8.051 0.151 0.000 0.000 2.919 0.000 o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Summary statistics for above l.Os PSA deaggregation, R=distance, e=epsi1on: Page 2 of3 Mean src-site R= 15.7 km; M= 6.98; epsO= 1.12. Mean calculated for all sources. Modal src-site R= 9.6 km; M= 6.95; epsO= 0.92 from peak (R,M) bin Gridded source distance metrics: Rseis Rrup and Rjb MODER*= 9.7km; M*= 6.95; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 20.026 Principal sources (faults, subduction, random seismicity having >10% contribution) Source Category: % contr. R(km) M epsilonO (mean values) California shallow gridded 17.77 11.2 6.53 1.31 Calif b, SS or Thrust 75.42 12.3 7.05 0.96 Individual fault hazard details if contrib.>1%: 2 Rose Canyon 29.70 9.5 2 Newport-Inglewood offshore 27~18 9.9 2 Coronado Bank 4.29 35.1 2 Rose Canyon GR M-distrib 8.21 12.0 2 Newport-Inglewood offshore GR 4.53 14.6 2 Coronado Bank GR M-distrib 1.24 36.5 Elsinore-18 2.88 37.8 Elsinore-17 1.19 37.6 7.06 7.03 7.62 6.85 6.83 7.31 7.14 6.84 0.75 0.87 1. 71 1.18 1. 40 2.07 2.30 2.55 ******************** Southern California **************************************** PSHA Deaggregation. %contributions. ROCK site: 12143-10 long: 117.326 d W., lat: 33.160 N. USGS 2002-2003 update files and programs. Analysis on DaMoYr:26/04/2012 Return period: 2475 yrs. 0.20 s. PSA =1.2435 g. #Pr[at least one eq with median motion>=PSA in 50 yrs]=0.00011 file:/ I /C:IU sers/CW I AppData/Local/Temp/LE2FD XLF .htm 4/26/2012 DIST(km) 8.3 12.4 8.3 12.7 8. 4 13.1 8.4 13.4 8. 4 13.7 21.5 7.9 14.1 22.6 7.6 14.8 23.5 7.5 15.0 23.5 8.1 13.4 22.4 8.8 14.1 23.5 9.5 13.3 23.5 9.7 11.8 9.5 35.1 35.1 MAG(Mw) 5.05 5.05 5.20 5.20 5.40 5.40 5.60 5.60 5.80 5.80 5.81 6.02 6.00 6.00 6.20 6.20 6.21 6.40 6.40 6.40 6.60 6.63 6.60 6.76 6.81 6.79 6.92 7.01 6.96 7.14 7.25 7.35 7.54 7.75 ALL EPS 0.953 0.223 1.900 0.528 1. 895 0.638 1.902 0.746 1. 893 0.845 0.084 2.665 0.959 0.104 3.594 1. 091 0.137 3.928 1. 202 0.196 4.782 3.505 0.322 9.160 3.426 0.319 24.468 1. 789 0.172 23.475 0.109 2. 611 0.100 0.158 EPSILON>2 0. 723 0.223 1.198 0.528 0. 872 0. 596 0.646 0.628 0.504 0.609 0.084 0.518 0.614 0.104 0.514 0.655 0.137 0.418 0.589 0.195 0. 714 1. 295 0.301 1. 201 1. 424 0.312 3.209 0.482 0.161 2.862 0.019 0.191 0.100 0.158 1<EPS<2 0.231 0.000 0.702 0.000 1.023 0.042 1.256 0.118 1. 334 0.236 0.000 1.824 0.345 0.000 2.284 0.437 0.000 2.209 0.603 0.000 2.668 2.180 0.021 5.533 1. 906 0.006 15.270 1.209 0.011 14.080 0.075 1.151 0.000 0.000 O<EPS<1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.055 0.000 0.000 0.324 0.000 0.000 0.796 0.000 0,000 1.301 0.010 0.000 1. 399 0.030 0.000 2.406 0.095 0.000 5. 972 0.099 0.000 6.534 0.015 1. 268 0.000 0.000 -1<EPS<O 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 0.000 0.000 0.020 0.000 0.000 0.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -2<EPS<-1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 EPS<-2 0.000 0.000 o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Summary statistics for above 0.2s PSA deaggregation, R=distance, e=epsilon: Page 3 of3 Mean src-site R= 10.0 km; M= 6.68; epsO= 1.04. Mean calculated for all sources. Modal src-site R= 9.5 km; M= 6.92; epsO= 0.87 from peak (R,M) bin Gridded source distance metrics: Rseis Rrup and Rjb MODE R*= 9.6km; M*= 6.92; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 15.270 Principal sources (faults, subduction, random seismicity having >10% contribution) Source Category: % contr. R(km) M epsilonO (mean values) California shallow gridded 37.01 9.8 6.15 1.21 Calif b, SS or Thrust 62.98 10.2 6.98 0.93 Individual fault hazard details if contrib.>l%: 2 Rose Canyon 26.91 9.5 7.04 0.79 2 Newport-Inglewood offshore 24.00 9.9 7.01 0.94 2 Rose Canyon GR M-distrib 7.95 11.0 6.81 1.12 2 Newport-Inglewood offshore GR 3.84 12.9 6.80 1.37 ******************** Southern California **************************************** file:///C:!Users/CW/AppData/Local/Temp/LE2FDXLF.htm 4/26/2012 APPENDIXE GENERAL EARTHWORK AND GRADING SPECIFICATIONS General CWSOILS General Earthwork and Grading Specifications Intent: The following General Earthwork and Grading Specifications are intended to provide minimum requirements for grading operations and earthwork. These General Earthwork and Grading Specifications should be considered a part of the recommendations contained in the geotechnical report(s). If they are in conflict with the geotechnical report(s), the specific recommendations in the geotechnical report shall supersede these more general specifications. Observations made during earthwork operations by the Geotechnical Consultant may result in new or revised recommendations that may supersede these specifications and/or the recommendations in the geotechnical report( s). The Geotechnical Consultant of Record: The Owner shall retain a qualified Consultant of Record (Geotechnical Consultant), prior to commencement of grading operations or construction. The Geotechnical Consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading operations or construction. Prior to commencement of grading operations or construction, the Owner shall coordinate with the Geotechnical Consultant, and Earthwork Contractor (Contractor) to schedule sufficient personnel for the appropriate level of observation, mapping. and compaction testing. During earthwork and grading operations, the Geotechnical Consultant shall observe, map, and document the subsurface conditions to confirm assumptions made during the geotechnical design phase of the project. Should the actual conditions differ significantly from the interpretive assumptions made during the design phase, the Geotechnical Consultant shall recommend appropriate changes to accommodate the actual conditions, and notify the reviewing agency as needed. The Geotechnical Consultant shall observe the moisture conditioning and processing of the excavations and fill operations. The Geotechnical Consultant should perform periodic compaction testing of engineered fills to verify that the required level of compaction is being accomplished as specified. The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of excavations to receive compacted fill, moisture conditioning, processing of fill, and compacting fill. The Contractor shall be provided with the approved grading plans and geotechnical report(s) for his review and acceptance of responsibilities, prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the approved grading plans and geotechnical report(s). The Contractor shall inform the Owner and the Geotechnical Consultant of work schedule changes at least 24 hours in advance of such changes so that appropriate personnel will be available for observation and testing. Assumptions shall not be made by the Contractor with regard to whether the Geotechnical Consultant is aware of all grading operations. It is the sole responsibility of the Contractor to provide adequate equipment and methods to accomplish the grading operations in accordance with the applicable grading codes and agency ordinances, these specifications, and the recommendations in the approved grading plan(s) and geotechnical report(s). Any unsatisfactory conditions, such as unsuitable soils, poor moisture conditioning, inadequate compaction, insufficient buttress keyway size, adverse weather conditions, etc., resulting in a quality of work less than required in the approved grading plans and geotechnical report(s), the Geotechnical Consultant shall reject the work and may recommend to the Owner that grading operations be stopped until operations are corrected, at the sole discretion of the Geotechnical Consultant. Preparation of Areas for Compacted Fill Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious materials shall be sufficiently removed and properly disposed in a method acceptable to the Owner, Geotechnical Consultant, and governing agencies. The Geotechnical Consultant shall evaluate the extent of these removals on a case by case basis. Soils to be placed as compacted fill shall not contain more than 1 percent organic materials (by volume). No compacted fill lift shall contain more than 10 percent organic matter. If potentially hazardous materials are encountered, the Contractor shall stop work and exit the affected area, and a hazardous materials specialist shall immediately be consulted to evaluate the potentially hazardous materials, prior to continuing to work in that area. It is our understanding that the State of California defines most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) as hazardous waste. As such, indiscriminate dumping or spillage of these fluids may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall be prohibited. The contractor is responsible for all hazardous waste related to his operations. The Geotechnical Consultant does not have expertise in this area. If hazardous waste is a concern, then the Owner should contract the services of a qualified environmental assessor. Processing: Exposed soils that have been observed to be satisfactory for support of compacted fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Exposed soils that are not satisfactory shall be removed or alternative recommendations may be provided by the Geotechnical Consultant. Scarification shall continue until the exposed soils are free of oversize material and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. The soils should be moistened or air dried as necessary to achieve near optimum moisture content, prior to placement as engineered fill. Overexcavation: The Cut Lot Typical Detail and Cut/Fill Transition Lot Typical Detail, included herein provide graphic illustrations that depicts typical overexcavation recommendations made in the approved grading plan(s) and/or geotechnical report(s). Keyways and Benching: Where fills are to be placed on slopes steeper than 5:1 (horizontal to vertical), the ground shall be thoroughly benched as compacted fill is placed. Please see the three Keyway and Benching Typical Details with subtitles Cut Over Fill Slope, Fill Over Cut Slope, and Fill Slope for graphic illustrations. The lowest bench or smallest keyway shall be a minimum of 10 feet wide (or Yz the proposed slope height) and at least 2 feet into competent soils as advised by the Geotechnical Consultant. Typical benching shall be excavated a minimum height of 4 feet into competent soils or as recommended by the Geotechnical Consultant Fill placed on slopes steeper than 5:1 should be thoroughly benched or otherwise excavated to provide a flat subgrade for the compacted fill. Evaluation/ Acceptance of Bottom Excavations: All areas to receive compacted fill (bottom excavations), including removal excavations, processed areas, keyways, and benching, shall be observed, mapped, general elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive compacted fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to placing compacted fill. A licensed surveyor shall provide the survey control for determining elevations of bottom excavations, processed areas, keyways, and benching. The Geotechnical Consultant is not responsible for erroneously located, flUs, subdrain systems, or excavations. _ _I Fill Materials General: Soils to be used as compacted fill should be relatively free of organic matter and other deleterious substances as evaluated and accepted by the Geotechnical Consultant. Oversize: Oversize material is rock that does not break down into smaller pieces and has a maximum diameter greater than 12 inches. Oversize rock shall not be included within compacted fill unless specific methods and guidelines acceptable to the Geotechnical Consultant are followed. For examples of methods and guidelines of oversize rock placement see the enclosed Oversize Rock Disposal Detail. The inclusion of oversize materials in the compacted fill shall only be acceptable if the oversize material is completely surrounded by compacted fill or thoroughly jetted granular materials. No oversize material shall be placed within 10 vertical feet of finish grade or within 2 feet of proposed utilities or underground improvements. Import: Should imported soils be required, the proposed import materials shall meet the requirements of the Geotechnical Consultant. Well graded, very low expansion potential soils free of organic matter and other deleterious substances are usually the most desirable as import materials. It is generally in the Owners best interest that potential import soils are provided to the Geotechnical Consultant to determine their suitability for the intended purpose. Prior to starting import operations, at least 48 hours should be allotted for the appropriate laboratory testing to be performed. Fill Placement and Compaction Procedures Fill Layers: Fill materials shall be placed in areas prepared to receive engineered fill in nearly horizontal layers not exceeding 8 inches in loose thickness. Thicker layers may be accepted by the Geotechnical Consultant, provided field density testing indicates that the grading procedures can obtain adequate compaction. Each layer of fill shall be spread evenly and thoroughly mixed to obtain uniformity within the soils along with a consistent moisture throughout the fill. Moisture Conditioning of Fill: Soils to be placed as compacted fill shall be watered, dried, blended, and/or mixed, as needed to obtain relatively uniform moisture contents that are at or slightly above optimum. The maximum density and optimum moisture content tests should be performed using the guidelines of the American Society of Testing and Materials (ASTM test method 01557-00). Compaction of Fill: After each layer has been moisture conditioned, mixed, and evenly spread, it should be uniformly compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM test method 01557-00. Compaction equipment shall be adequately sized and be either specifically designed for compaction of soils or be proven to consistently achieve the required level of compaction. Compaction of Fill Slopes: In addition to normal compaction procedures specified above, additional effort to obtain compaction on slopes is needed. This may be accomplished by backrolling of slopes with sheepsfoot rollers as the fill is being placed, by overbuilding the fill slopes, or by other methods producing results that are satisfactory to the Geotechnical Consultant. Upon completion of grading, compaction of the fill and the slope face shall be a minimum of 90 percent of maximum density per ASTM test method 01557-00. Compaction. Testing of Fill: Field tests for moisture content and density of the compacted fill shall be periodically performed by the Geotechnical Consultant. The location and frequency of tests shall be at the Geotechnical Consultant's discretion. Compaction test locations will not necessarily be random. The test locations may or may not be selected to verify minimum compaction requirements in areas that are typically prone to inadequate compaction, such as close to slope faces and near benching. Frequency of Compaction Testing: Compaction tests shall be taken at minimum intervals of every 2 vertical feet and/ or per 1,000 cubic yards of compacted materials placed. Additionally, as a guideline, at least one (1) test shall be taken on slope faces for each 5,000 square feet of slope face and/or for each 10 vertical feet of slope. The Contractor shall assure that fill placement is such that the testing schedule described herein can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork operations to a safe level so that these minimum standards can be obtained. Compaction Test Locations: The approximate elevation and horizontal coordinates of each test location shall be documented by the Geotechnical Consultant. The Contractor shall coordinate with the Surveyor to assure that sufficient grade stakes are established. This will provide the Geotechnical Consultant with the ability to determine the approximate test locations and elevations. The Geotechnical Consultant can not be responsible for staking erroneously located by the Surveyor or Contractor. A minimum of two grade stakes should be provided at a maximum horizontal distance of 100 feet and vertical difference of less than 5 feet. Subdrain System Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the approved grading plan(s), and the typical details provided herein. The Geotechnical Consultant may recommend additional subdrain systems andjor changes to the subdrain systems described herein, with regard to the extent, location, grade, or materials depending on conditions observed during grading or other factors. All subdrain systems shall be surveyed by a licensed land surveyor, with the exception of retaining wall su bdrain systems, to verify line and grade after installation and prior to burial. Adequate time should be allowed by the Contractor to complete these surveys. Excavation All excavations and overexcavations shall be evaluated by the Geotechnical Consultant during grading operations. Any remedial removal depths indicated on the geotechnical maps are estimates only. The actual removal depths and extent shall be determined by the Geotechnical Consultant based on the field observations of exposed conditions during grading operations. Where fill over cut slopes are planned, the cut portion of the slope shall be excavated, evaluated, and accepted by the Geotechnical Consultant prior to placement of the fill portion of the proposed slope, unless specifically addressed by the Geotechnical Consultant. Typical details for cut over fill slopes and fill over cut slopes are provided herein. Trench Backfill 1) The Contractor shall follow all OHSA and Cal/OSHA requirements for trench excavation safety. 2) Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions in the Standard Specifications of Public Works Construction. Bedding materials shall have a Sand Equivalency more than 30 (SE>30). The bedding shall be placed to 1 foot over the conduit and thoroughly jetting to provide densification. Backfill should be compacted to a minimum of 90 percent of maximum dry density, from 1 foot above the top of the conduit to the surface. 3) Jetting of the bedding materials around the conduits shall be observed by the Geotechnical Consultant. 4) The Geotechnical Consultant shall test trench backfill for the minimum compaction requirements recommended herein. At least one test should be conducted for every 300 linear feet of trench and for each 2 vertical feet of backfill. 5) For trench backfill the lift thicknesses shall not exceed those allowed in the Standard Specifications of Public Works Construction, unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum compaction requirements by the alternative equipment or method. STABILIZATION FILL TYPICAL DETAIL MIN. OF 5 FEET DEEP COMPACTED FILl., BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULT ANT 4 INCH PERFORATED / -- PROPOSED GRADE~PVC BACKDRAI 4 INCH SOLID PVC / E15FEETMI 10 FE IN OUTLET~ / TYPICAL BENCHING INTO EARTH MATERIALS 4 INCH SOLID PVC OUTLET / / =::--1 KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT I GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) / ',IV TYPICAL BENCHING INTO H EARTH MATERIALS GEOFABRIC (MIRAFI 140N OR APPROVED EQUIVALEN\ PERFORATED PVC PIPE WITH PERFORATIONS 12 INCH MIN. OVERL . .O.P, SECURED EVERY 6 FEET FACING DOW~ SCHEDULE 40 SOLID PVC OUTLET PIPE, SURROUNDED By COMPACTED FILL. OUTLETS TO ---- BE PLACED EVERY 100 FEET OR LESS.·---- 5 CUBIC FEET I FOOT OF Y. INCH -1 ~ INCH OPEN GRADED ROCK 4 INCH SOLID PVC OUTLET TYPICAL BENCHING INTO COMPETENT EARTH MATERIALS 4 INCH SOLID PVC OUTLET 2FEEtMIN / h ............................................. ~"'~" 5 FEET MIN KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT I GEOLOGIST (TYPICALLY Hl2 OR 15 FEET MIN.) BUTTRESS TYPICAL DETAIL MIN. OF 5 FEET DEEP COMPACTED FILL, BUT VARIES AS RECOMMENDED BY THE GEOTECHNICAL CONSULT ANT PROPOSED GRADE----~15FEETMI KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE /.': 10 FE '",N'.A TYPICAL BENCHING INTO COMPETENT EARTH MATERIALS GEOFABRIC (MIRAFI 140N OR APPROVED EQUIVALEN\ PERF ORA TED PVC PIPE WITH PERFORATIONS 12 INCH MIN. OVERLAP, SECURED EVERY 6 FEET FACING DOWM- SCHEDULE 40 SOLID PVC our ... ET PIPE, SURROUNDED By COMPACTED FILL. OUTLETS TO --- BE PLACED EVERY 100 FEET OR LESS.--- 5 CUBIC FEET I FOOT OF Y. INCH -1 ~ INCH OPEN GRADED ROCK H EXISTING NA TVRAL GRADE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIAL TO BE REMOVE COMPACTED FILL CANYON SUBDRAIN SYSTEM TYPICAL DETAIL GEOFABRIC (MIRAFI !<ION OR APPROVED EQUIVALENT) 6 ~ COLLECTOR PIPE (SCHEDULE 40 PERF ORA TED PVC PIPE WITH PERFORATIONS FACING DOWN) 12 INCHES MIN. OVERLAP. SECURED EVEilY 6 FEET UNSUITABLE MATERIALS TO BE REMOVED iYPICAL BENCHING INTI COMPETENT EARTH MATERIALS NOTES: 1 -CONTINUOUS RUNS IN EXCESS OF 500 FEET LONG WILL REQUIRE AN 8 INCH DIAMETER PIPE. 2 -FINAL 20 FEET OF PIPE AT OUTLET WILL BE SOLID AND BACKFILLED WITH COMPACTED FINE-GRAINED EARTH MATERIALS. 9 CUBIC FEET I FOOT OF~ INCH -I~ -- ~CRUSHED ROCK CANYON SUBDRAIN TYPICAL OUTLET t----20.0 FEET MIN I GEOFA8RIC (MIRAFI 140N OR APPROVED EQUIVALENT) PROPOSED GRADE~ -------- COMPACTED FILL < -~ c ~ ~~ E)l / j I -2~ ' ~~~: •I ~~H-~ I . s, . , -. ROCK I • I 5.0 FEET MIN 1-----6 INCH SOLID PVC PIPE'-----1 INCH PERF ORA TED SCHEDULE 40 PVC PIPE I • • I 6INCHMII REMOVE UNSUITABLE MATERIALS PROPOSED GRADE 1:1 PROJECTION TO COMPETENT· EARTH MATERIALS ~ .......... --, ~ ~ COMPACTED FILL ~ CUT LOT TYPICAL DETAIL ~......_ ~ ......_ ......_ -~T-- OVEREXCAVATE AND RECOMPACT ___ _L __ _ COMPETENT EARTH MATERIALS ~ ......_ ......_ ......_ ,--............ 1:1 PROJECTION TO COMPETENT EARTH MATERIALS ORIGINAL GRADE NOTE; REMOVAL BOTTOMS SHOULD BE GRADED WITH A MINIMUM 2,. FALL TOWARDS STREET OR OTHER SUITABLE AREA (AS DETERMINED BY THE GEOTECHNICAL CONSULT ANT) TO A VOID PONDING BELOW THE BUILDING NOTE: WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS, OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS .......-.......... __, .......- ~ ~ CUT I FILL TRANSITION LOT 'TYPICAL DETAIL .......-......_ .......-......_ ......_ ......_ ......_ ......_ ,---........_ " .. ,,. .. · .; o~n·)~:·/~:1t( 0\ll-&1.~ • ' t ; ~~~N' ~ · • ·· · oC~• ... · -. · . ·-.:,; .... •• -· .• , · .• ' ?,f:.\)9J. - ... _ .. ~---:-r-1· ,, .. ·:. y AAO~;ro~<~ ------------ : ' ,~,;: ... : ;j~;Jif:¥~~~:iii~::;:j jY ~· ~·. ; ·.; .~'·-~~~; ··.y · 1:1 PROJECTION TO _l_ .• ~:· ': .... _-··, .. ·· .· . •· .;-,-..,.~., ·, ·~ COMPETENT EARTH . • :. "' .• •·· ·.' ~ .'' ' .. . • MATERIALS ------ --... -~~t ;:;~.-.-4·.·~ .:.....----- -------- •.•. ~·_·<.OV~?OC.'tV":_~f~~~ '\. ~BUTVARIES COMPACTED FILL .:· ••. -~· ,. • ,. ·• :.·. : ; • • • ..;.,..- .•• !·:.-~ :·_~.:-:· -~~:·;:· -~-:~: _,> 1 1., ~ • • I .A •. •• ' ' .• • tJI""""' n~!t.H~~~Jtfji'ii'~ ._ ./ ~:-' :~ NOTE; REMOVAL BOTTC y MO ~H' ~~ .... ~~--- MS SHOULD BE GRADED WITH A MINIMUM <.tor"'-'-ov""'""' .:> ot<EET OR OTHER SUITABLE AREA (AS DETERMINED BY THE GEOTECHNICAL CONSULTANT) TO AVOID PONDING BELOW THE BUILDING -----TYPICAL BENCHING INTO COMPETENT EARTH MATERIALS NOTE: WHERE DESIGN CUT LOTS ARE EXCAVATED ENTIRELY INTO COMPETENT EARTH MATERIALS, OVEREXCAVATION MAY STILL BY NEEDED FOR HARD-ROCK CONDITIONS OR MATERIALS WITH VARIABLE EXPANSION POTENTIALS PROPOSED GRADE OVERBUILD AND CUT BACK TO 1:1 PROJECTION TO COMPETENT EARTH MATERIAL 2.0 FEETMI n<E PRoPOSED'""'~ KEYWAY & BENCHING TYPICAL DETAILS CUT OVER FILL SLOPE PROPOSED GRADE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED EXISTING NATURAL GRADE H ------KEYWAY BOTTOM SHOULD DESCEND INTO SLOPE 1-----15.0 FEET-----<-1 KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT I GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) NOTE: NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS KEYWAY & BENCHING TYPICAL DETAILS FILL OVER CUT SLOPE PROPOSED GRADE EXISTING NATURAL GRADE CONTACT BETWEEN SUITABLE AND UNSUITABLE H EARTH MATERIALS TO BE REMOVE CUT SLOPE PLEASE SEE NOTES· 1-----15.0 FEET----o-1 KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT I GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) VARIES (8 FEET TYPICAL NOTES: NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS THE CUT SLOPE MUST BE CONSTRUCTED FIRST KEYWAY & BENCHING TYPICAL DETAILS FILL SLOPE CONTACT BETWEEN SUITABLE AND UNSUITABLE MATERIALS TO BE REMOVED 1:1 PROJECTION TO COMPETENT EARTH MATERIALS FROM PROPOSED TOE OF SLOPE 2.0 FEET MI EXISTING NATURAL GRADE / / PROPOSED GRADE / / // /. ~_,~1.1).cotfl~c 'i-KEYWAY BOTTOM SHOULD DESCEND INTO J.-.---15.0 FEET·--__,-1 SLOPE KEYWAY DIMENSIONS PER GEOTECHNICAL CONSULTANT I GEOLOGIST (TYPICALLY H/2 OR 15 FEET MIN.) NOTES: NATURAL SLOPES STEEPER THAN 5:1 (H:V) MUST BE BENCHED INTO COMPETENT EARTH MATERIALS -- H OVERSIZE ROCK TYPICAL DETAIL PIWPOSED SLOPE FACE .m • 15.0 FEET MIN 1 COMPACTED FILL WINDROW PARALLEL TO SLOPE FACE CROSS SECTION A·A' COMPACTED FILL NOTES: JETTING OF APPROVED GRANULAR MATERIAL I ~J;;;·-~'·--y.·(' ~~. ··~-··~ t·~~., .·, J# : -~ ~. ; ... OVERSIZE ROCK IS LARGER THAN 8 INCHES IN MAX DIAMETER EXCAVATED TRENCH OR DOZER V-CUT r.T -·~" . . ,, ·!:~, .. P'!!l.,_ ··--~ ~. 20.0 FEET MIN COMPACTED FILL COMPACTED FILL VERSIZED BOULDER r ' ! I I i I ' I I liE I i I 11'@@1!, \ I !: I I! I I ! I f I {IEjiG[f{l!liJil1\!:ii1 i if'lffi@:PiEimf l: -I ;: ·! ~· ·t I I :at ~ ' OOt!t..ri'M (E) R£Sf0£NC£ :1:1,n1 Sf' I ="'11£ (QQJIC.~Y I i THS I)~()JI:f::T: NEW 497 Sf MASTER BED1!00M SUITE AND NEW 836 Sf DETACHED GARAGE wHh 840 SF SECOND DWElliNG UNIT .t 480 SF WRAP-AROUND DECK ABOVE GENERAL NOTE: i!®i!® fi11111J@]llil@~fl111 i:\\\'ilf!illill!!l® ~f'P/ ! {----f---'----------UD~:~-~ M:~:~:~ '--~~-~-J 1liS PROJECT WIJ.. N0J RfWiflE Nlf GfW)ING. Jlii.ID AU. SURF"ACE WA1'ER SW.U.. OAAIN AWA't FROM BUILCI~ Af NEW ADW10N A SollfiMI.AI CF HI: SlOPE F01t A liri'IWJII! DlSI'ANCE OF' 5'-o" 01-1 liU. SI0£S. (TV?J SITE PLAN I.Qtli .. we 01' 5' 10' 20' 40' ~ ~-· MAGNOLIA AVENUE NORTH LEGEND Locations are Approximate Geologic Units Afu -Artificial Fill, Undocumented Qvop-Quaternary Very Old Paralic Deposits Symbols I 2-2.5 I -Recommended Removal Depth (feet) 0 -Exploratory Hand Auger Boring HA-2 GEOTECHNICAL MAP 1910 MAGNOLIA A VENUE CARLSBAD, SAN DIEGO COUNTY CALIFORNIA PROJECT CLIENT PROJECT NO. DATE SCALE PLATE Bal1Gara2e Mr. and Mrs. Ball 12143-10 Anril 2011 1"=30' 1 OFl CWSOILS.COM BUILDING ENERGY ANALYSIS REPORT PROJECT: Project Designer: L-Erbe Design 1175 Magnolia Ave. Carlsbad, CA 92008 (760) 802-3560 Report Prepared by: Timothy Carstairs, CEPE Carstairs Energy Calculations P.O. Box 4736 San luis Obispo, CA 93403 (805) 904-9048 Job Number: 12-0711 Date: 7/11/2012 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. User Number: 6249 RunCode: 2012-07-'11T15:11:21 ID: 12-0711 Cover Page Table of Contents TABlE OF CONTENTS HV AC System Heating and Cooling Loads Summary Room Heating Peak Loads 1 2 3 4 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Ball Second Unit System Name HVAC System ENGINEERING CHECKS SYSTEM LOAD Date 7/11/2012 Floor Area 640 Number of Systems COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 12,000 Total Room loads 492 10,527 623 241 9,500 Total Output {Btuh) 12,000 Return Vented Lighting 0 Output (Btuh/sqft) 18.8 Return Air Ducts 154 392 Cooling System Return Fan 0 0 Out~ut pe_r System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 0.0 Supply Air Ducts 154 392 Total Output (Btuhlsqft) 0.0 Total Output (sqft/Ton) 0.0 TOTAL SYSTEM LOAD 10,836 623 10,285 Air System CFM per System 900 HVAC EQUIPMENT SELECTION Airflow (cfm) 900 Furnace 0 0 12,000 Airflow (cfm/saft) 1.4'1 Airflow (cfm/Ton) o.o 0 0 12,000 t--.;;.O=ut""si""de;;;..;;..;:AI;.;;...r..., (''*::.t.l>) ___ -+_-o_.o_'X-fo Total Adjusted System Output Outside Air (cfm/saft) 0 .OO (Adjusted for Peak Design conditions) ~--~==~~~~~--L----~ Note: values above aiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PMI I ,Jan 1 AM HEATING SYSTEM PSYCHROMETRIC$ Airstream Temperatures at Time of Heatina Peak) 0 cfm Supply Fan Heating Coil 900 cfm ROOM 2 ~~---+---[~~---~-~~ __ --] 1-------1 COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Coolina Peak) Outside Air ,... 11- 0 cfm Supply Fan 900 cfm 55/ Cooling Coil 46.1% ROOM ~r;;L:w: .,.__.,..~ _ __.,...__Fr-:;------19..--------JJ LLJ_~_j__··--·-__!j EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2012-07-11T15:11:.'21 10: 12-0711 Page 3 of4 ROOM HEATING PEAK LOADS Project Name l Date Ball Second Unit 711112012 ROOM INFORMATION DESIGN CONDITIONS Room Name Second Unit Time of Peak Jan 1 AM Floor Area 640.0 ft2 Outdoor Dry Bulb Temperature 34°F Indoor Dry Blllb Temperature 68 °F Conduction Area U-Value AT°F Btu/hr R-19 Floor Crawlspace 640.0 X 0.0370 X 34 = 805 R-13 Wall 996.1 X 0.1020 X 34 = 3,454 Double Non Metal Clear 182.6 X 0.3700 X 34 = 2,297 French Doors 40.0 X 0.3700 X 34 = 503 Sliding Glass Door 53.3 X 0.3700 X 34 = 671 F?-30 Roof Cathedral 430.0 X 0.0350 X 34 = 512 X X = X X = X X = X X ::: X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = Items shown with an asterisk (*) denote conduction through an interior surface to another room Page Total 8,242 infiltration:[ l t.oolxl 1 0781 X I 64ol xl 12.001 X I 0.2681 /60] xl 341 =I 1,258 Schedule Air Sensible Area Ceiling Height ACH aT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 9,500 EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2.012-07-11T15:11;21 10: 12-0711 Page 4 of4 BUILDING ENERGY ANAlYSIS REPORT PROJECT: 1910 Magnolia Ave. Carlsbad, CA 92008 Project Designer: L-Erbe Design 1175 Magnolia Ave. Carlsbad, CA 92008 (760) 802-3560 Report Prepared by: Timothy Carstairs, CEPE Carstairs Energy Calculations P.O. Box 4736 San Luis Obispo, CA 93403 (805) 904-9048 Job Number: 1 11 Date: 1/2012 The Energy Pro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC-www.energysoft.com. User Number: 6249 RunCode: 2fWM17-1H15:10:17 10: 12-0711 Cover Page Table of Contents OF CONTENTS Form CF-1 R Certificate of Compliance Form MF-1 R Mandatory Measures Summary 1 2 3 8 PERFORMANCE CERTIFICATE: Residential _(Part 1 of 5) CF-1R Project Name Building Type liZI Single Family 0 Addition Alone I Date Ball Second Unit 0 Multi Family 0 Existing+ Addition/Alteration 711112012 Project Address California Energy Climate Zone I Total Cond. Floor Area J Addition I #of ~tories 1910 Magnolia Ave. Carlsbad CA Climate Zone 07 640 n/a FIELD INSPECTION ENERGY CHECKLIST DYes Ill No HERS Measures--If Yes, A CF-4R must be provided per Part 2 of 5 of this form. IZJ Yes ONo Special Features--If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction T_ype Cavity cff> Features (see Part 2 of 5) Status Floor Wood Framed wiCrawl Space R-19 640 New Wall Wood Framed R-13 996 New Roof Wood Framed Rafter R-30 430 New FENESTRATION U-Exterior Orientation Area(tf) Factor SHGC Overhang Sidefins Shades Status Front (SW) 116.6 0.370 0.32 none none Bug Screen New Front (SW) 40.0 0.370 0.32 none none Bug Screen New Right(SE) 53.3 0.370 0.32 none none Bug Screen New Right(SE) 18.0 0.370 0.32 none none Bug Screen New Rear(NE) 28.0 0.370 0.32 none none Bug Screen New Left (NW) 20.0 0.370 0.32 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80%AFUE No Cooling 13.0SEER Setback New HVAC DISTRIBUTION Duct location Heating Cooling Duct location A-Value Status HVACSystem Dueled Ducted Garage 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Instant Gas 0 0.84 All Pipes Ins New Energj!Pro 5. 1 byEnergySoft User Number: 6249 RunCode: 2012-07-11T15:10:17 ID: 12-0711 Page 3 of10 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name I Building Type r;zt Single Family 0 Addition Alone I Date Ball Second Unit 0 Multi Family 0 Existing+ Addition/Alteration 711112012 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 otherwise complies based on the adequacy of the special justification and documentation submitted. The HVAC System Furnace does not include a cooling system, field verification is not necessary. 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. EnergvPro 5. 1 by EnerqySoft User Number: 6249 RunCade: 2lWUJ7·11T15:10:17 !0: 12-0711 Page 4 of 10 PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF-1R Project Name Building Type Iii Single Family Cl Addition Alone Date Ball Second Unit Cl Multi Family Cl Existing+ Addition/Alteration 711112012 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV Space Heating 11.56 1.99 9.57 Space Cooling 18.94 39.38 -20.44 Fans 7.75 12.19 -4.43 Domestic Hot Water 39.53 22.30 17.23 Pum s 0.00 0.00 0.00 Totals 77.79 75.86 1.93 Percent Better Than Standard: 2.5% BUILDING COMPLIES .. NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (SW) 225 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (S!IIt) 384 157 Fuel Available at Site: Natural Gas (NW) 252 20 Raised Floor Area: 640 (NE) 384 28 Slab on Grade Area: a (SE) 252 71 Average Ceiling Height: 12.0 Roof 430 0 Fenestration Average U-Factor: 0.37 TOTAL: 276 Avera e SHGC: 0.32 Fenestration/CFA Ratio: 43.1% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. california Assod<ltlon. of Building Energy Consultants CERTIFIED ENERGY ANALYST ,-::-:~ ... ~-· Timo-thy Carstairs /-i_;--j;dl!if? RO\l-(16-210 The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Address Carstairs Energy Calculations P.O Box4736 7111/2012 Name Timothy Carstairs, CEA, CEPE 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 Address L-Erbe Design 1175/VIagnoliaAve. City/State/Zip Carlsbad, CA 92008 User Number: 6249 Name Leslie Erbe Phone (760) 802-3560 RunCode: 012-07-11T15:10:17 ID: 12-0711 Pa e 5of 10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) Cf-1R Project Name I Building Type t!l Single Family 0 Addition Alone I Date Baf! Second Unit 0 Multi Family 0 Existing+ Addition/Alteration 711112012 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Floor 640 0.037 R-19 0 180 New 4.4.1-A4 Second Unit Wall 227 0.102 R-"13 225 90 New 4.3.1-A3 Second Unit Wall 181 0.102 R-13 135 90 New 4.3.1-A3 Second Unit Wall 356 0.102 R-13 45 90 New 4.3.1-A3 Second Unit Wall 232 0.102 R-13 315 90 New 4.3.1-A3 Second Unit Roof 430 0.035 R-30 0 18 New 4.2.2-A17 Second Unit FENESTRATION SURFACE DETAILS 10 Type Area U-Factor SHGC~ Azm Status Glazing Type Location/Comments 1 Window 30.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 2 Window 12.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 3 Window 24.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 4 Window 24.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 5 Window 13.3 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 6 Window 13.3 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear Second Unit 7 Window 40.0 0.370 NFRC 0.32 NFRC 225 New French Doors Second Unit 8 Window 53.3 0.370 NFRC 0.32 NFRC 135 New Sliding Glass Door Second Unit 9 Window 18.0 0.370 NFRC 0.32 NFRC 135 New Double Non Metal Clear Second Unit 10 Window 4.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear Second Unit 11 Window 12.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear Second Unit 12 Window 12.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear Second Unit 13 Window 8.0 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear Second Unit 14 Window 8.0 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear Second Unit 15 Window 4.0 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear Second Unit (1) U-Factor Type: 116-A =Default Table from Standards, NFRC =Labeled Value (2) SHGC Type: 116-B = Default Table from Standards, NFRC "' Labeled Value EXTERIOR SHADING DETAILS Window Overhana Left Fin Riaht Fin 10 Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Oist 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 g Bua Screen 0.76 10 Buq Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 EnemvPro 5. 1 bv EnemvSoft User Number: 6249 RunCode: 2012-07-11T15:10:17 ID: 12-0711 Paqe 6 of10 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5 CF-1R Project Name Building Type 121 Single Family 0 Addition Alone Date Ball Second Unit 0 Multi Family 0 Existing+ Addition/Alteration 711112012 BUILDING ZONE INFORMATION Floor Area (ft~) System Name Zone Name New Existing Altered Removed Volume Year Built HVACSystem Second Unit 640 7,680 Totals 640 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 No Cooling 13.0 SEER Setback New HVAC DISTRIBUTION Duct Ducts System Name Heating Cooling Duct Location R-Value Tested? Status HVACSystem Ducted Dueled Garage 6.0 0 New 0 0 0 0 WATER HEATING SYSTEMS Ext. Rated Tank Energy Standby Tank Input Cap. Factor Loss or lnsul. R- System Name Qty. Type Distribution (Btu h) (gal) orRE Pilot Value Status Takagi T-K2 1 Instant Gas Ali Pipes Ins 185,000 0 0.84 n!a nla New MULTI-FAMILY WATER HEATING DETAILS HVDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) r:: • .2 ~'lil -o"S Pipe Pipe lnsul. "O<Il Control O!Y. HP Plenum Outside Buried <(.5 System Name Length Diameter Thick. 0 0 0 0 0 EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 201l-07-11T15:10:17 ID: 12-0r11 Page 7 ol' 10 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name I Date Ball Second Unit 7111/2012 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 A-ADD, or CF- 1 R-AL T 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 tyj)_e and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled A-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 E1677 -95(2000) when specified on the CF-1 R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: . §150(e}1 A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is eguipped 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 tor cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. S]!ace Conditioning, Water Heating and Plumbing S_ystem 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, pum_Q_ isolation valve, and recirculation loop connection requirements of_§_113~5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are eQuipped with thermostats that meet the setback requirements of Section 112(c). § 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)1B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation A-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 Eouation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. _§_150(il3A: 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(i)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5. 1 b.y Energy Soft User Number: 6249 RunCode: 2012-07-11715:10:17 10.' 12-0711 Page 8of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name I Date Ball Second Unit 7111/2012 §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 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal o_~:>_eninqs greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan svstems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated .dampl:lrs. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or equipment meet the pump sizing, flow rate, piping, filters and valve requirements of §150(p). Residential Lighting Measures: § 150(k) 1 : High efficacy luminaires or LED light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20kHz. § 150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: LiQhtino 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 tor dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 6249 RtmCode: 2012-07-HT15:10:17 ID: 12-0711 Page 9of10 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-1R Project Name 1 Date Ball Second Unit 7/1112012 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1 : Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1 : Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual· on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: lighting in detached storage building less than 1000 souare feet located on a residential site is not reouired tb comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housino and ceiliflR. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception1 to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be hioh efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of_Qower as determined accordin!ltO §130j_dJ. §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable reQuirements of Sections 130, 131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that th~are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 5. 1 by Energy Soft User Number: 6249 RunCode: 2012-07-11T15:10:17 10: 12-0711 Page 10 of10 BUILDING ENERGY ANALYSIS REPORT PROJECT: Addition 1910 Magnolia Ave. Carlsbad, CA 92008 Project Designer: L-Erbe Design 11 Magnolia Ave. Carlsbad, CA 92008 (760) 802-3560 Report Prepared by: Timothy Carstairs, CEA, CEPE Carstairs Energy Calculations P.O. Box 4736 San Luis Obispo, 93403 (805} 904-9048 Job Number: 1 11 Date: 2/2012 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the Caflfomla Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC -www.energysoft.com. User Number: 6249 RunCode: 2012-07 -12T14:00:48 ID: 12-0711 f'A l1-· I ~?'I Cover Page Table of Contents HVAC System Heating and Cooling loads Summary Room Heating Peak loads ___ User Number: 6248 1 2 3 4 . HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Date Ball Addition 7/'12/2012 System Name Floor Area HVAC System 2,209 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 60,000 Total Room loads 1,442 29,395 1,570 1,077 40,654 Total Output (Btuh) 60,000 Return Vented lighting 0 Output (Btuh/SC!ft) 27.2 Return Air Ducts 1,300 2,443 Cooling System Return Fan 0 0 Output per System 0 Ventilation 0 0 0 0 0 Total Output (Btuh) 0 Supply Fan 0 0 Total Output (Tons) 0.0 Supply Air Ducts 1,300 2,443 Total OUtput (Btuh/sqft) 0.0 Total Output (sqft/Ton) 0.0 TOTAL SYSTEM LOAD 31,995 '1,570 45,540 Air System CFM per S~tem 800 HVAC EQUIPMENT SELECTION Airflow (cfm) 800 Furnace 0 0 60,000 Airflow (cfm/sqft) 0.36 Airflow (cfm!Ton) 0.0 Outside Air (%) 0.0% Total Adjusted System Output 0 0 60,000 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 I Jan 1 AM HEATING SYSTEM PSYCHROMETRIC$ (Airstream Temperatures at Time of Heatina Peak) @) oF~ _...,...,...,_....,..--1. F---+ r t:~~~jJ Outside Air ~ ..-~ 0 cfm Suppiy Fan Heating Coil 800 cfrn ROOM III~ ~~--~----u~----]~------~~ COOLING SYSTEM PSYCHROMETICS (Airstream Temperatures at Time of Coolina Peak) /62 °F 55/ 46.8% ROOM 2,:·: ··•·· -c; +----=~~------+-----u-_---~ 1 -~~----u·~------------....J~ EnergyPro 50 1 by EnergySoft User Number:.· 6249 RunCode: 2012-07-12T14:00:48 JD: 12-0711 Page 3 of5 ROOM HEATING PEAK LOADS Project Name I Date Ball Addition 7/1212012 ROOM INFORMATION DESIGN CONDITIONS Room Name Existing 1st Floor Time of Peak Jan 1 AM Floor Area 1,582.0 ft2 Outdoor Dry Bulb Temperature 34 °F Indoor Dry Bulb Temperature 68 °F Conduction Area U-Value dT0 f Btu/hr Default Floor Crawlspace Prior to 1991 1,582.0 X 0.0970 X 34 = 5,217 Default Wall Prior to 1978 1,418.2 X 0.3560 X 34 = 17,166 Single Metal Clear 119.5 X 1.2800 X 34 = 5,201 Wood Door 20.0 X 0.5000 X 34 = 340 Sliding Glass Door 53.3 X 1.2500 X 34 = 2,265 X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = Items shown with an asterisk (*) denote conduction through an interior surface to another room Page Total 30,189 Infiltration:[ I t.ool xl 1.0781 X I 1,5821 X I 9.ool xI 0.357,/60] xl 341 =I 3,110 Schedule Air Sensible Area Ceiling Height ACH LlT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 33,299 EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2012-07-12T14:00:48 /D: 12-0711 Page 4 of5 ROOM HEATING PEAK LOADS Project Name I Date Ball Addition 7112/2012 ROOM INFORMATION DESIGN CONDITIONS Room Name 1st Floor Addition Time of Peak Jan 1 AM Floor Area 627.0 ft2 Outdoor Dry Bulb Temperature 34 °F Indoor Dry Bulb Temperature 68 °F Conduction Area U-Value AT°F Btu/hr R-19 Floor Crawlspace 627.0 X 0.0370 X 34 = 789 R-13 Wall 438A X 0.1020 X 34 = 1,520 Double Non Metal Clear 204.6 X 0.3700 X 34 = 2,574 French Doors 40.0 X 0.3700 X 34 = 503 R-30 Roof Cathedral 619.0 X 0.0350 X 34 = 737 X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = X X = Items shown with an asterisk (*) denote conduction through an interior surface to another room Page Total 6,123 Infiltration:[ I t.ool xI 1.D781 X I 6271 xl 9.ool xI 0.3571 /601 xl 341 = l 1,232 Schedule Air Sensible Area Ceiling Height ACH llT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 7,355 EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2012-07-12T14:00:48 /D: 12-0711 Paqe 5 of5 BUILDING ENERGY ANALYSIS REPORT PROJECT: 1910 Magnolia Ave. Carlsbad, CA 92008 Project Designer: L-Erbe Design 1175 Magnolia Ave. Carlsbad, CA 92008 (760) 802-3560 Report Prepared by: Timothy Carstairs, CEPE Carstairs Energy Calculations P.O. Box San Luis Obispo, CA 93403 (805) 904-9048 Job Number: 12-0711 Date: 7/11/2012 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC-www.energysoft.com. User Number: 6249 RunCorle: 2012-07-11715:12:29 ID: '/2-0711 Cover Page Table of Contents Form CF-1 R Certificate of Compliance Form MF-1 R Mandatory Measures Summary User Numbe;: 6249 1 2 3 8 PERFORMANCE CERTIFICATE: Residential (Part 1 of 5J CF-1R Project Name Building Type liZl Single Family liZl Addition Alone I Date Bail Addition 0 Multi Family 0 Existing+ Addition/Alteration 7111/2012 Project Address California Energy Climate Zone I Total Cond. Floor Area I Addition I # of ~tories 1910 Magnolia Ave. Carlsbad CA Climate Zone 07 627 627 FIELD INSPECTION ENERGY CHECKLIST DYes IZl No HERS Measures--If Yes, A CF-4R must be provided per Part 2 of 5 of this form. Ill Yes ONo Special Features--If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ff} Features (see Part 2 of 5) Status Floor Wood Framed w/Crawl Space R-19 627 New Wall Wood Framed R-13 438 New Roof Wood Framed Rafter R-30 619 New FENESTRATION u-Exterior Orientation Area(tf) Factor SHGC Overhang Sidefins Shades Status Right(NE) 44.0 0.370 0.32 none none Bug Screen New Rear(NW) 108.6 0.370 0.32 none none Bug Screen New Rear(NW) 40.0 0.370 0.32 none none Bug Screen New Left (SW) 44.0 0.370 0.32 none none Bug Screen New Skylight 8.0 0.370 032 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80%AFUE No Cooling 13.0SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling_ Duct Location R-Value Status HVAC System Ducted Dueled Attic, Ceiling Ins, vented 4.2 Altered WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2012-07-11715:12:29 ID: 12-0711 Page 3 of10 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name I Building Type 121 Single Family 121 Addition Alone I Date Ball Addition 0 Multi Family 0 Existing+ Addition/Alteration 711112012 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 otherwise complies based on the adequacy of the special justification and documentation submitted. The HVAC System Furnace does not include a cooling system, field verification is not necessary. 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. EneravPro 5. 1 bv EnemvSoft User Number: 6249 RunCode: 2012-07-11T15:12:29 ID: 12-0711 Paae 4 of 10 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5 Cf·1R Project Name Ball Addition Building Type li2l Single Family li2l Addition Alone Date 0 Multi Family 0 Existing+ Addition/Alteration 7111/2012 ANNUAL ENERGY USE SUMMARY Standard TDV Proposed Margin 15.17 1.42 13.75 22.88 33.33 -10.45 9.28 10.48 -1.19 0.00 0.00 0.00 0.00 0.00 0.00 Totals 47.33 45.22 2.11 Percent Better Than Standard: 4.5% BUILDING COMPLIES E NO HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (SE) 135 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 0.50 (SE) 0 0 Fuel Available at Site: Natural Gas (SI!\1) 225 44 Raised Floor Area: 627 (NW) 225 149 Slab on Grade Area: 0 (NE) 225 44 Average Ceiling Height: 9.0 Roof 627 8 Fenestration Average U-Factor: 0.37 TOTAL: 245 Avera e SHGC: 0.32 Fenestration/CFA Ratio: 39.0% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. CaHforniil Assodation of Building Energy Consultants CERTIFIED ENERGY ANALYST The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Carstairs Energy Calculations 7/1112012 Address P.O. Box 4736 Name Timothy Carstairs, CEA, CEPE 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 Address L -Erbe Design 1175 Magnolia Ave. City/State/Zip Carlsbad, CA 92008 User Number: 6249 Name Lesiie Erbe Phone (760) 802-3560 RunCode: 2012-07-11T15:12:29 ID: 12-0711 Pa e5of10 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF·1R Project Name I Building Type 121 Single Family 121 Addition Alone j Date Baf! Addition 0 Multi Family 0 Existing+ Addition/Alteration 711112012 OPAQUE SURFACE DETAILS Surface U-Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Floor 627 0.037 R-19 0 180 New 4.4.1-A4 1st Floor Addition Wall 181 0.102 R-13 45 90 New 4.3.1-A3 1st Floor Addition Wall 76 0.102 R-13 315 90 New 4.3.1-A3 1st Floor Addition Wall 181 0.102 R-13 225 90 New 4.3.1-A3 1st Floor Addition Roof 619 0.035 R-30 0 18 New 4.2.2-A17 1st Floor Addition FENESTRATION SURFACE DETAILS ID Type Area U-Factor SHGC" Azm Status Glazino Type Location/Comments 1 Window 18.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear 1st Floor Addition 2 Window 18.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear 1st Floor Addition 3 Window 4.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear 1st Floor Addition 4 Window 4.0 0.370 NFRC 0.32 NFRC 45 New Double Non Metal Clear 1st Floor Addition 5 Window 33.3 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear 1st Floor Addition 6 Window 33.3 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear 1st Floor Addition 7 Window 11.0 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear 1st Floor Addition 8 Window 11.0 0.370 NFRC 0.32 NFRC 315 New Double Non Metal Clear 1st Floor Addition 9 Window 20.0 0.370 NFRC 0.32 NFRC .315 New Double Non Metal Clear 1st Floor Addition 10 Window 40.0 0.370 NFRC 0.32 NFRC 315 New French Doors 1st Floor Addition 11 Window 18.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear 1st Floor Addition 12 Window 18.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear 1st Floor Addition 13 Window 4.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear 1st Floor Addition 14 Window 4.0 0.370 NFRC 0.32 NFRC 225 New Double Non Metal Clear 1st Floor Addition 15 Skylight 8.0 0.370 NFRC 0.32 NFRC 0 New Double Non Metal Clear 1st Floor Addition ~~l U-Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value SHGCType; 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DE1' AILS Window Overhang Left Fin Rig_ht Fin ID Exterior Shade Type SHGC Hat Wd Len Hot LExt RExt Dist Len Hat Dist Len Hot 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 Bug Screen 0.76 15 None 1.00 EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2fJ12-07-11T15:12:29 ID: 12-0711 Paqe 6of10 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1R Project Name Building Type 121 Single Family tzl Addition Alone Date Ball Addition 0 Multi Family 0 Existing+ Addition/Alteration 711112012 BUILDING ZONE INFORMATION Floor Areal._ff) System Name Zone Name New Existing Altered Removed Volume Year Built HVACSystem 1st Floor Addition 627 5,643 Totals 627 0 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eft. CoolinoTvoe Min. Eft. Thermostat Type Status HVACSystem 1 Central Furnace 80%AFUt:: No Cooling 13.0 SEER Setback New HVAC DISTRIBUTION Duct Ducts System Name Heating Cooling Duct Location A-Value Tested? Status /·-!VAG System Ducted Ducted Attic, Ceiling Ins, vented 4.2 0 Altered 0 D 0 0 WATER HEATING SYSTEMS Ext. Rated Tank Energy Standby Tank Input Cap. Factor Loss or lnsul. R- S_ystem Name Qty. T_ype Distribution (Btu h) {gal) orRE Pilot Value Status CEC Standard MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Hot Water Piping Length (ft) c •. Q ~iii -o"3 Pipe Pipe lnsul. -ow Control Qty. HP Plenum Outside Buried <(.5 System Name Length Diameter Thick. 0 0 0 0 0 Energj!f'ro 5. 1 121'. Energy..Soft User Number: 6249 RunCode: 2012-07-11715:12:29 !D: 12-0711 Page 7of 10 MANDATORY MEASURES SUMMARY: Residential (Pa~e 1 of 3) MF-1R Project Name ~Date Ball Addition 711112012 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-AL T 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 leakaae. §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; alljoints andpenetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed desian labeled A-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 retardina wrap is tested, labeled, and installed accordina to ASTM E1677-95(2000) when specified on the CF-1 R Form. §150{g): Mandatory Vapor barrier installed in Climate Zones14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be_protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 11 0-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113{c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or coolina loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150{i): Heatina systems are equipped with thermostats that meet the setback r~uirements of Section 112(c). §150G)1A: 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 areater. §150(j) 1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation A-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j}2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(i)3A: Insulation is protected from damage, including that due to sunlight, moisture equipment maintenance and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150{i)4: Solar water-heatina svstems and/or collectors are certified bv the Solar Ratina and Certification Corporation. EnergyPro 5. 1 by EnergySoft User Number: 6249 RunCode: 2012-07-11715:12:29 !D; 12-0711 Page 8 of 10 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1R Project Name I Date Ball Addition 7/11/2012 §150(m)1: Ail 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 Ul181, Ul181A, or Ul181B or aerosol sealant that meets the requirements of Ul 723. If mastic or tape is used to seal openinas areater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)1 0: Flexible ducts cannot have porous inner cores. §150(o): AU dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in low-Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation reQuired in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a p~rmanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating or a pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. §114(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. §150(p): Residential pool systems or eQuipment meet the pump sizing, flow rate, piping, filters, and valve reQuirements of §150(p). Residential lighting Measures: §150(k)1: High efficacy luminaires or LED light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low efficacy luminaire as specified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined as specified by §130(d). §150(k)4: Ballasts tor fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: lighting intearal to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switchina devices and controls shall meet the reQuirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rate<! wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 fl2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 2012.07·11T15:12:29 ID: 12-0711 Page 9 of 10 MANDATORY MEASURES SUMMARY: Residential . (Page 3 of 3) MF-1R Project Name I Date Ball Addition 7/11/2012 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1 : Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of § 119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1 : Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of§ 119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: lighting in detached storage building less than 1000 souare feet located on a residential site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1 : Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exception1 to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficaQY_Iuminaires. § 150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130 131, 134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to complywith the applicable requirements of §119. EnergyPro 5. 1 by Energy Soft User Number: 6249 RunCode: 2012-07-11715:12:29 10: 12-0711 Page 10 of 10 August 7, 2012 Ms. Leslie Erbe L-Erbe Design 1175 Magnolia Avenue Carlsbad, CA 92008 Project No. 12143-30 Subject: Soils Engineering Review of Foundation Plans, Proposed Ball Garage, 1910 Magnolia Avenue, City of Carlsbad, San Diego County, California Reference: CW Soils, 2012, Preliminary Geotechnical Interpretive Report, Proposed Ball Garage, 1910 Magnolia Avenue, City of Carlsbad, San Diego County, California, dated April27, 2012. Pursuant to your request, CW Soils has reviewed the Foundation Plans prepared by AMC Consulting, Inc., Sheet Nos. 1 to 7 dated July 5, 2012. The purpose of our review was to evaluate the plans with regard to the soils engineering recommendations outlined in the referenced report. Our review indicates that the soils engineering recommendations outlined in the referenced report have been incorporated into the aforementioned plans. CW Soils appreciates the opportunity to offer our services on this project. If we can be of further assistance, please do not hesitate to contact the undersigned at your convenience. Respectfully submitted, CW Soils Chad E. Welke, PG, CEG, PE Principal Geologist/Engineer CW!hw Distribution: ( 4) Addressee PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov ~r ~ /""0 ~ JJ -L1 . L. Project1Address: /'il6fflit~.i~tt ~~e.. Permit No.·· U I .:4 1 31 Lf t-C (3 l '2. t lJ-·LJ. 0 Information provided below refers to worh being '"Qa~~vJ ~~£~~! ~rmit only. (AVO I fl 0 N ) This form must be completed and returned to the Building Division before the permit can be issued. B-18 Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains ...................................................... :~&J @ .f\OlHTh ~ New building sewer line? ... f.+ILD.M. ... $.0.\1\. .. To ... .S::G~t-~r.: ....................... Yes_L_ No__ ,.J Number of new roof drains? ............................................................................................................... -~ l ~ ~0p~r6~ .. Install/alter water line? ... Niti.u .. f.~ .. w.~!G?.(L.-; ... 1.\,r.).~ .... fOlk .. i.O..t.L ..................... __ Number of new water heaters? .................................. ~ ..................................... .f.:c& ... S. .. O..Y ...... ; f N~~~~~~ Number of new, relocated or replaced gas outlets ..................................................................... ~~E:IIJ(6P<~r5/ Number of new hose bibs? .................................................................................................................. ·~ S: OIA) Residential Permits: . ~ New/expanded service: Number of new amps: too -IU.fl"-~le) \OO C:>./VI..P ""'I 1'-i~ zooA MinorRemodelon/y: Yes __ No~ 1 tJ6UJ s~-PAfiJf!L-e s~o.LL Commercial/Industrial: lotp"(£,0 o r.f. Tenant Improvement: Number of existing amps involved in this project: NlA 1~~T~ 'fb;s:· e Number of new amps involved in this project: 'NJA . New Construdion: Amps per Panel: Single Phase ............................................................... Number of new amperes ______ _ Three Phase ................................................................. Number of new amperes ______ _ Three Phase 480 ........................................................ Number of new amperes ______ _ Number of new furnaces, A/C, or heat pumps? ..... ~ ... ~~-~~~~ .. e:. ... ~.~~!~.~~l .. .f. .... -+ J UG<.U@ New or relocated duct worh? .......................................................................... Yes ./ No 6AM&6 f SOY Number of new fireplaces? ............................................................................................................... :!"' _1_ Number of new exhaust fans? .... :~ .. z .. €. ... ~~.5..T.!cl.~ .. 7 ... :t.J ... ~:\2.,U .. e ............................. :~ Relocate/install vent? ............... f.: .. t .. &. .. £.K~.1!.~ .. <;.;1-... 7 ....... :t:' ... ~ ... <f:::.Q .. ~ .. ~l .. :......................... t-"4- Number of new exhaust hoods? ........................................................................................................ _j_ Number of new boilers or compressors? ........................................................... Number of HP 0 Page 1 of 1 Rev. 03/09 City of Carlsbad VALUATION WORKSHEET Building Division Permit N'o: ~'~~l', [~'!~Y;I .· ..... =='~~ .. ,.~ ' :.,::·1\0,(~;,.;. ,,,,., ~ SFD and Duplexes 640 $110.17 $70,508.80 Residential Additions 497 $131.73 $65,469.81 Remodels I Lofts $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 840 $28.74 $24,141.60 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio $15.51 $0.00 Decks/Balconies/Stairs 538 $15.57 $8,376.66 Retaining Walls, concrete, masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 TI/Stores, Offices $37.12 $0.00 TI/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/# of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning-commercial $5.03 $0.00 Air Conditioning-residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $168,496.87 Valuation: $168,497 Comm/Res (C/R): c ltr Yes (PFF=l.82%) ~No (PFF = 3.5%) Building Fee $966.10 Land Use: Plan Check Fee $676.27 Density: Strong Motion Fee $35.00 Improve. Area: Green Bldg. Stand. Fee $4.00 Fiscal Year: Green Bldg PC Fee $150.00 Annex. Year: Factor: License Tax/PFF $5,897.39 License Tax/PFF (in CFD) $3,066.64 PFF and/or CFD CFD Explanation: 1st hour of Plan Check Fire Expedite $115.00 Plumbing TBD Mechanical TBD Electrical TBD City of Carlsbad Permit No: Valuation: Comm/Res (C/R): Building Fee Plan Check Fee Strong Motion Fee Green Bldg. Stand. Fee Green Bldg PC Fee License Tax/PFF License Tax/PFF (in CFD) CFD 1st hour of Plan CheckFire Expedite Plumbing Mechanical Electrical VALUATION WORKSHEET Building Division $75,121 r 0 Yes (PFF=1.82%) 0 No (PFF = 3.5%) $578.02 Land Use: $404.61 Density: $8.00 Improve. Area: $1.00 Fiscal Year: $150.00 Annex. Year: $2,629.22 Factor: $1,367.19 PFF and/or CFD Explanation: $115.00 TBD TBD TBD PC120039 1910 MAGNOLIAAV BALL RES-DEMO EXIST GARAGE GARAGE-BUILD NEW 840 SF DETACHED GARAGEWITI 1/;).0( l 2-pLM] ?/VI/!z-f!;nJ /fSXd t;) l I l ' CB121440 1910 MAGNOLIAAV BALL RES-ADD 497 SF MASTER BEDROOM & BATH, 500 SF REMODEL SOtLs .J (z) g I&:, cu:a ~ Fe '(113/rr. ~ y ][ (ftH...rr/1-L fti-H---5 OltLy-n, K d,-1 r~ ~~:~fl<; 7 r: f1:;; ~ :~:J~ii~ ?jrS/tz--il /(;~_[))5 ~~ 1/ ~ t{ (1?:>- '710 DQ9 l•~~ Ut~?:-) ~ u,~' / CB121374 1912 MAGNOLIA AV BALL RES-DEMO EXISTING GARAGE tL1Ll1 "'~' JJ.I\tn Rllll n NFW 840 SF GAR W/640 SF ocv -~-- Final Insp. Approved Date, By; BUILDING fi(t ~I r2-~/_WJ:. PLANNING Jilt? IJ_ /J/J-1 ENGINEERING v 'lfl£o} rz. ~ j FIRE Expedite? y ~< AFS Checked by: '-,), l.A, 11:/J r/n -fA'~-Y) p JrJ-, N I}- HazMat -c- APCD ' ' Health I FormsjFees Sent Rec'd Due? By I Encina y N Fire y N I HazHealthAPCD y N PE&M .f}A,'TtJMIJ k' 11J I /J.. y N IJA--- School £k c;;n~r,._,_ "'JJ/ PH y N { f,l:A_ Sewer . I y N I Stormwater y N Special inspection y N CFD: y @ LandUse: Density: lmpArea: FY: Annex: Factor: "' PFF: {j] N --\-(;}) }.._ V) ~ Comments Da~ r Date/ Date Date Building 7/1/4 lr~ Planriing '7/ic;/rz.. Engineering / Fire _Neec:(? n I I ;,M'fAp,rJfr1 I rr11 flt..o11 I L ~l.L ( I bill )e) Done l!itJ'tli'vv(n-.r. n.J,._&o~ ~lA .• ~~/)'"'::;., 1? 1J j{oone 1 '\.;f_ I A112t ~W:S. #:&:r:l!~~lf:s7ttA .r~ ~L-LL-rf!:1, M Done ISW r;,.~o3!~ ' .~ssued _./' - 0 04-29-2013 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: Applicant: City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR13045 Building Inspection Request Line (760) 602-2725 1910 MAGNOLIA AV CBAD PCR Lot#: 0 2052301100 $0.00 Construction Type: 58 BALL: CHANGE OUT DOOR TYPE @ MASTER BEDRM Owner: Status: Applied: Entered By: Plan Approved: Issued: Inspect Area: ISSUED 04/09/2013 JMA 04/29/2013 04/29/2013 KEITH DRURY BALL WILLIAM&BALL ALEESHA Q JOINT LIVING TRUST 760-822-2507 Plan Check Revision Fee Fire Expedited Plan Review Additional Fees Total Fees: $86.00 Inspector: 1910 MAGNOLIA AVE CARLSBAD CA 92008 Total Payments To Date: FINAL APPROVAL Date: $86.00 $0.00 $0.00 $86.00 Balance Due: Clearance: $0.00 NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exoired. PLAN CHECK REVISION APPLICATION B-15 Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Checl< Revision No. r c (£__ I 3 .Af S" Original Plan Check No. Ce?tz.. ~tf 'iD Project Address Ji/0 ~/16/1.)0! //1 .4 1/C: Date 7'03 __. /3 contact /(6//JJ V/ltt/2 · Ph &o FZ;z___]5'olFax J&?O So6 ?LJJ'S Email /;E;17;· S lJ/CH/2 '1:2 {:F VIA/[, C"t:?P? contactAddress 3'77 C/j/lC CE/'/T£r!Z j)/L City 05Tt4 Zip ~z_ogfl General Scope ofWorl< /P/5T/t__. 8EO j?a//7 4~/?/7/C:Y;/ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 0 Plans D Calculations D Soils 0 Energy D Other ___________ _ 2. 3. 4. Describe revisions in detail List page(s) where List revised sheets each revision is that replace shown existing sheets ,/]<;; /U -.i)o0/2 #e;<;LJ £/2, !'"#~M':-£ 5. Does this revision, in any way, alter the exterior of the project? 0 Yes D No 6. Does this revision add ANY new floor area(s)? 0 Yes 0 No 7. Does this revision affect any fire related issues? D Yes D No 8. Is this a complete set? D Yes D No ~Signature _____________________________________________________ ___ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov DUN'N SAVDtE IND. STRUCTURAL CALCULATIONS FOR 908 8. CU:.\•'E.LA">ND ST OCE4f'.ISII::'J.L C.C•. 9205 '~ '?ti·D.966.635::. PH. ?tbD.96b.636D Fx. O'!!l!i:~i:•euP.fDSI CDr1. [MAli- Ball Residence New Header Design 1910 & 1912 Magnolia St. Carlsbad, CA 92008 (DSI PROJECT NO. 12-143.00) (ARCHITECT: Leslie Erbe) MARCH 26,2013 DESIGN CRITERIA DESIGN LOADS FRAMING KEY PLAN. VERTICAL ANALYSIS NEW HEADER DEPTH ANALYSIS TABLE OF CONTENTS City of Carlsbad Building Division APR 2 9 ZO!~ ·---.. ·~~~··~ APPROVED BY:~-. -AH-~~ ISSUEDBY:_ (}.4.--= ···---_ 1 2 3 4 5 m Dunn Savoie Inc. JOB Ball Residence $ [ Structural Engineers SHEET NO. 1 OF 908 S. Cleveland St. Oceanside, CA 92054 CALCULATED BY SRG DATE 3/13 I Tel: (760) 966-6355 CHECKED BY DATE Fax: (760) 966-6360 SCALE DESIGN CRITERIA CODE: 2009 International Building Code 2010 California Building Code ' WOOD: 2005 NOS 2x & 3x No.2 >3x No.1 Design Loads DESIGN LOADS ROOF DEAD LOADS Cone. Tile DUNN SAVOIE INC. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 6:12 x slope factor (psf) 1.118 10.0 11.2 1/2" P~d. Sheathing 1.7 1.9 Trusses@ 24" o.c. 2.1 2.3 5/8" Gyp. Ceiling 2.8 Batt lnsui.(0.2xThick.} 0.8 ME&P 1.0 Miscellaneous 1.0 I: Dead Load 21.0 Live Load 18.0 reducible WALLS Interior Exterior DEAD LOADS Partition (psf) (psf) Stucco 10.0 Stone Veneer 5/8" Gyp 1/2" Gyp 4.4 2.2 3/8" Plywood 1.1 2x4 @ 16"o.c. 1.1 1.1 2x6@ 16"o.c. Batt Insulation (0.2xThickness} 0.8 Miscellaneous 0.5 0.8 I: Dead Loads 6.0 16.0 Design Loads JOB Ball Residence SHEET NO. CALCULATED BY SRG DATE 3/13 CHECKED BY DATE SCALE u ::l ~ l!i .... IE >-< " 0 ~ G ~ if \!! "' ~ :X :> ~ 0 ~ 0 i ij l5 1: ~ Q. ~ ~ 0 ~ iii ~ z :> 0 ~ :;;! z u i§ !!! ~ ti ~ u z w ffi :E: !i ~ ~ ~ ~ " ~ ~ 0 ~ ~ ~ 25 ~ 3~ THICK '111000 STRUCTURAL PANEL SHEAlHINC NAILED W/ 8d COMMON NAILS OR GALY. BOX NAILS PER STANDARD NAWNG TABlE YIITH ALL PNIIEL EDGES Sl.OCKW, (SEE FOUNDATlON PlAN) • 4x" POSTS OR (2) :b4'• --....__ WEDIANICAL HCLDO'IItol SYSTEM W11H AN APPRCMD UPUn CAPAQTY OF 1,800 lb• - 1 STORY. (HDU2 OR EQUtY.-u:N0 5 DETAIL f-------ADDITION --------t ADDITION ~ l : 1; @-+----111 E"?--~ EXISTING ··-o·: I! ····-- L~ -=-:=..-=J ROOF FRAMING PLAN SCH..E; 1 1/2·.,·-o· 3 LEGEND: DB CAL FlU. SCALL 1/4"•1'-o" ........................................................... , ... , ""'"'·"" .............. "' ....................... ., "'"' "'"""' (minimum size of 3• x l• x 0.229•) shall be used on each anchOf' bolt. J. HOLD DOliN ANCHORS '-lUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION PERIMETER FOOTING TOR£loiAIN 8'-8 J/J,. -:-...=.=:----_.,..L 4~~:10---~-· -l..-.J - FOUN IJl DUNN SAVOIE lNG. STRUCTURAL ENGINEERING 908 S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 VERTICAL ANALYSIS Level: Roof Members: ~w~~ Mark:(H'l ~-Span= li ft w1= (Z:I-+-It!")(t-r:J).±I!e(?>j = w2= (~J-rj~--r;i) -+-l!z::(-1) = P1= = P2= = R Left= = R Right= = V allow= M-2-fL. lbs > V max= Mallow= \~lA~ lb*ft > M max= L,anow= I tljr:?? in > L. TL = Co= j,j' Mark: Span= ft w1= = w2= = P1= = P2= = R Left= = R Right= = V allow= lbs > V max= Mallow= lb*ft > M max= 6,.allow= in > 6. TL: Co= Mark: Span= ft w1= = w2= = P1= = P2= = R Left= = R Right= = V allow= lbs > V max= Mallow= lb*ft > M max= L,allow= in > L. TL = Co= JOB Ball Residence SHEET NO. OF CALCULATED BY SRG DATE 3/13 CHECKED BY DATE SCALE D Uniform Load T.A.= -ft2 . L.L.= lit' psf ;;?p?A' plf ?7t::l#' plf ~--if?·----··+w_ .. t~.z: .... -... + lbs ~~,f lbs l2:1:Z lbs ~,..., lbs -~- @.d1 lbs ~~··,. \\IW' -\=':1.--, ~P"{???>{-- \4ti@;1 lb*ft '~ in Use: ..q.,.: !::;?- Grade: ~-~ D Uniform Load T.A.= te L.L.= psf plf plf lbs lbs lbs lbs lbs lb*ft I Use: in Grade: D Uniform Load T.A.= ft2 L.L.= psf plf plf lbs lbs lbs lbs lbs lb*ft I Use in Grade: DUNN SAVOIE INC. STRUCTURAL ENGINEERS 908 S. Cleveland Street OCEANSIDE, CA 92054 SHEETNO. ____ .L_-;P" _____ OF _______ _ PH. (760) 966-6355 FAX (760) 966-6360 Email: dsi@surfdsi.com CALCULATED BY __ _:~:::...c:::'e.kr=±Z.l·----DATE---'-".;;;--'""/_.=]~'------- CHECKEDBY _________ DATE ______ _ SCALE------------------- ~~"-~ ~~.--; ~ _g?'i;z." ~ ~--~" :r7~~ A"" f 1'7-- vt""'H= -JJ?n = ~.J(~.f')/1:.:?· A,::-' ~-z.e;" M~ "/ ?:'0-A~ (~ ~ \~t!l'tl &' l:? .J~~*' P.j.U,..,.,.y.l""'. rpr;;)' ""' I !/M' .,_ ~·· \( I~ ~'!?"'"*;;. ~ __;--Lie2d::"r11~U '!. 17-- .~><7.0 .J~ 1£ 19' td\t:-t -4==: 1--t'~- --7 /. t !X~ HH-~1?"~ 1;'7" ~K ~~~@ f:1$JIHtZ:r.t W~./6~-.W=Jr<t~ .f±J&'ir"~<::-~-~ ~~c?H \!1-1~, +tkrtZ--, VMhl ~ 'l;;?rr.fr· .(j2£#t?.:f-~t-L '~h.-~t! ~.' \ . . . . ' .. ' ' . ~ : 11-¥--i? t1U441P Mb><' ~ ~~~ H\H, ~ ;!-> 91C1P \ oonnllr'T '>fl7 0 I <D ~ I :q. ~ City Building Division APR 2 9 ZG13 25'-1" 16'-0" VERIFY R.O. w/ MFR. ~ ON ~ 0 w 0 3R & 4068 FIXED PR 8068 FR SLIDERS 4068 FIXED (j) (j)~ ~(j) (j) . I 0 (f) I 0 in <D I 0 I n MASTER I ~ BEDROOM I RETREAT ~ I I VAULTED VAULTED N ~ 0 HARDWOOD HARDWOOD I I ~ I eA I SEE INTERIOR ELEVATIONS 0.1 FOR ADDITIONAL ROOM I FINISH INFORMATION I I I 8'lo" (/) ro _I I 0 I <( ~ <D :::> 0 I a n 6'-10" w ct: 0.. ----- L ------=-1 BULLETIN 3t REPLACE THREE PAIR 5'x6'-8' FRENCH GLASS DOORS VIITH ONE 16'-0' VIIDE x 6'-8' HIGH ASSEMBLY AS FDLLOVIS 4'-0'x6'-8' FIXED PANEL EACH END VIITH PAIR 8'-0' x 6'-8' DOUBLE SLIDER IN CENTER PROJECT• Ball Residence -Master Bedroom Addition PROJECT ADDRESS• City of Co.rlsbo.d Project No.• 1910 Mo.gnolio. Ave. Co.rlsbo.d, Co. 92008 Approvo.l CB12-1440 Do. te• 08/15/12 Sheet Dr a. wing Origino.lly Found On: 11 A-1 Sco.le: Bulletin I (/) 0 tO 0 n UP 25'-1'' PARTIAL FOUNDATION PLAN 25'-1" EQUAL HUC410 NEW SCISSOR TRUSS PARTIAL ROOF FRAMING PLAN Ct: N w I 0.. <( L:: ?.:J HUC410 PROJECT: Ball Residence -Master Bedroom Addition PROJECT ADDRESS: 1910 Mo.gnolio. Ave. Co.rlsbo.d, Co. 92008 City of Co.rlsbo.d Project No.: CB12-1440 Approvo.l Do. te: 08/15/12 Do.te of Bulletin 02/27/13 Sheet Dro.wing Origino.lly Found On: 1&2/A-2 SC(lle: 114'=1'-0' EQUAL Bulletin B-3.2 16'-<~" 12 ~ -r-t--O:::P:::TI:-:::0-::NA-::L-=:·_-=._-:::_-_-~:_-:.,__-">.=~==~:~~-==::::::::::::::~::--_ --=-:::::::j MATCH P J~~S~F UNDERSIDE OF .-MULLIONS <t let! ~ 'N _,,..___ '' b 11 II 2" FRAME, (TYP.) I :: FIXED :: / -;.._ II II ~r--~========~================================~/ :~~~~~~~=~~~~' .- 1 -.- -H (jJ (jJ (jJ --FIXED FIXED ~ 4'-o" ~ 4'-0" l 1 4'-0" l 4'-0" 16'-0" 2" FRAME 2" FRAME BULLETIN 3, REPLACE THREE PAIR 5'x6'-8' FRENCH GLASS DOORS 'WITH ONE 16'-0' 'WIDE x 6'-8' HIGH ASSEMBLY AS FOLLO'WS 4'-0'x6'-8' FIXED PANEL EACH END 'WITH PAIR 8'-0' x 6'-8' DOUBLE SLIDER IN CENTER PROJECT: Ball Residence -Master Bedroom Addition PROJECT ADDRESS: 1910 Mo.gnolio. Ave. Co.rlsloo.d, Co. City of Co.rlsloo.d l Approvo.l Project No.: CB12-1440 Do.te: 08/15/1.2 Sheet Dro.wing Origino.lly Found On: '5/ A-3 I Sco.le: 92008 Do.te of Bulletin 3/16'=1'-0' Bulletin 02/27/13 B-3.3 I I~ ~~:;i !' "' :. I I ·I I! ! !II :· I· I I· 'I i' . I I ... I . . I 1,. I . (j) 9'-1" T.O. PL 6'-8" 8.0. HDR. -_____.. (j) (j) (j) 0.00' (REF.) . I l . A I '-r I FIN. FLR -------------(j\ -=:r , -rcbj '.../'.../~ to. r ~ 24" 3 J ADDITION l T.O .. GRADE . r \;~ Jr- BULLETIN 3: REPLACE THREE PAIR 5'x6'-8• FRENCH GLASS DOORS \-liTH ONE 16'-o• VIDE x 6'-8• HIGH ASSEMBLY AS FOLLOVS 4'-0'x6'-8• FIXED PANEL EACH END \-liTH PAIR 8'-0' x 6'-8' DOUBLE SLIDER IN CENTER PROJECT: Ball Residence-Master Bedroom Addition Bulletin PROJECT ADDRESS: 1910 Mo.gnollo. Ave. Co.rlsloo.d, Co. 92008 City of Co.rlsloo.cl Approvo.l Do.te of B-3.4 Project No.: CB12-1440 Do. te: 08/15/12 Bulletin 02/27/13 Sheet Dro.wing Origino.lly Founcl On: 1/A-3 I Sco.le: 3/16'=1'-0' PROJECT: (/) w a:: <( > l-t5 w :J: 5/8" TYPE 'X' GYP. BD. -------.. PLYWOOD SUB FLOOR ---. R-19 INSULA~ON ~ 6"W CONCRETE STEM WALL 5/8" OIA. x 12"L A.B.----- fl5 BAR @ 16" O.C. (VERT.)----- ALT. BEND CONCRETE FOO~NG (1) f15 BAR T&B-~ CONT. 8" i PER PLAN PL YWOOO SHEA THING PER SHEAR SCHEDULE (WHERE OCCURS) ~----R-13 INSULA~ON ____.-2x PERPLAN @ 16" O.C., (TYP.) 2x SILL PLATE PL YWOOO SHEA THING PER SHEAR SCHEDULE TO 2x SILL (WHERE OCCURS) PT SILL PLATE PER 4/S-2 UNDER-FLOOR VENT (WHERE oc~'+. f C I b , SEE EXTERIOR \:!Jif4.~() 8 f S 8 (j Building Division Ball Residence -Master Bedroom Addition Bulletin PROJECT ADDRESS: 1910 Mo.gnollo. Ave. Co.rlsbo.cl, Co. 92008 City of Co.rlsbo.cl Project No.: CB12-1440 Sheet Dro.wing Origino.lly F ouncl On: B-1 Do.te of Bulletin 02/26/13 Sco.le: 1'=1'-0' Model-MTNkOTcONTliN:mEOZDAzNHwwLjE= https://doc-Og-as-docsviewer.googleusercontent.com/viewer/securedo ... i i v : BULLETIN #2: <) l ~· y ~~ ADD NE'W FOOTING AND STEM WALL PER BULLETIN 8-L DETAiL 3/A-2 UNDER INTERIOR SHEAR '/VALl~ I WHERE NE'N MASTER B.A.TH ADDITION CONNECTS TO EXISTING BATH PROJECT1 Ball Residence -Master Bedroom Addition l Bulletin PROJECT ADDRESS: 1910 Mo.gnolio. Ave. Co.rlsbo.cl, Co. 92008 ---=.-. ----~-·-. ---~---.. --·--------r-.-----------~--------------------B-2 l.:ty of Co.rlsbocl 1-1pprovo.l Dote of Project No.: CB12-1440 l Date: 08/15/12 BL,lletin 03/25/13 Sheet Dro.wing Origino.ll y Found Or: t/A-2 I Sco.le: 114'=1'-0' . ~ ( fll1__ ·l c( L( b j '..) " 3/24/2013 7:20AM