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HomeMy WebLinkAbout1000 CAMINO DE LOS ONDAS | 1002 CAMINO DE LOS ONDAS; ; PC140007; Permit6796 & 6798 PASEO DEL NORTE ARE NOW 1000 & 1002 CAMINO DE LOS ONDAS AS OF 2014 FOR MAIN HOME AND SECOND DWELLING UNIT THE FOLIOWING AP^B8|tlj^QU||EygPR TO PI • PLANNING OENGINEERING DBUILDING DFIRE • HEALTH • HAZMAT/APCD ^ CITY OF CARLSBAn www.ca rJebadca .gov , c-^'7?'^ Af JjJr-/^ Bunding Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: bulldlng@carlsbadca.gov Plan Check No. Est. Value ^ ^ OSS Plan Ck. Deposit Date JOB ADDRESS 6>Tf3 ^/i^^ NlaYifir SUITE#/SPACE#/UNIT# -^5/ - 5"/ CT/PROJECT # LOT* PHASE* # OF UNITS / DESCRJPTION OF WORK: Inc/ude Square Feet of Affected tma(s) * BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP EXISTING USE PROPOSED USE GARAGE (SF) 7fy PATIOS (SF) DECKS (SF) FIREPLACE YES • # NO V AIR CONDITIOfJING YES • NO^ FIRE SPRINKLERS YES • NO (Primary APPLICANT NAME (Secondary Contact) CkYU STAfE ZIP _ " ADDRESS "TiffJit jA^'zr- ADDRESS CITY STAT^ ZIP CIT^ STATE PHONE IFAX PHONE FAX EMAIL IPERTY OWNER NAME , ^ / . ^ ^ ' DDRESS /> ITY, ~ ~ STATE CONTRACTOR BUSJ4AME ADDRESS s^AMt Li- \ r L \ r~ 1=U Cfr(^^ih^ Y^ CITY , / STATE ZIP ^ 0| T^O PHONE ^ ^ FAX EMAIL , _ AJCH/DKIGNER NAMWrroDl]fe-' T 1 STATE Lit* (S^. 7031.5 Business and Professions Code: Any City or County whioh requires a perr PHONE^ EMAIL AJCH^^DEJIGNER NAI STATE Lit* STATE LIC.# CLASS CITY BUS. LIC.# (Seo. 7031.5 Business and Professions Code: Any City or County whioh requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicantfor such permit to file a signed statement that he is licensed pursuantto the provisions ofthe Contractor's License Law (Chapter 9, commendingwlth 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)). : WO e R $'. c o M P i N:'$.A T I O N Workers' Compensation Declaration: / herefcy affirm under pena/ly of pe/juiy one of t/ie follomng declarations: n I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 ot the Labor Code, for the performance of the wort( for which this perm it is issued, n I have and will maintain woriters' compensation, as required by Sectipn 3700 of the Labor Code, for the perfonnance of the work for which this pennit Is issued. My workers' compensation insurance earner and policy number are: Insurance Co. '^\-zJtr€. CcVi^(3^S&vni(ft..\'^AC.i^/'a/iC^ Policy No. ^ nX^fjO I Expiration Date I / / / T^O \S' This section need not be completed ifthe perniit is for one hundred dollars ($100) or less. A?l O Certificate of Exemption: I certify that in the performance of the work for which this pemiit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor code, interest and attomey's fees. CONTRACTOR SIGNATURE •AGENT DATE (Ac^ X.^ , Z O ( Lf / heieby affinn that I am exempf from Confractor's Ucense Law for l/ie following reason: 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 buiids or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempi under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvemenl • Yes O No 2.1 (have / have not) signed an application for a building pemiit for the proposed worii. 3.1 have contracted with the following person (fimi) to provide the proposed construction (include name address / phone /contractors' license number): 4.1 pian to provide portions of the wori(, but I have hired the following person to coordinate, supervise and provide the major wori( (include name / address / phone / contractors' license number): 5.1 willj!D3vid?some of ttiajwofMiullhaye contractedjtiired) the following persons to provide the work indicated (include name / address / phone / type of wori(): >eS'pROPERTY OWNER SIGNATURE •AGENT DATE COMPLETE THIS fICTION FOB NON-RESIOENTIAL B U I L D I N G P E ft M I T S O N L Y Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration fonii or risk management and prevention program under Sections 25505,25533 or 25534 of the Presiey-Tanner Hazardous Substance Account Act? O Yes O No Is the applicant or future building occupant required to obtain a pemiit from the air pollution control district or air quality management district? • Yes • No Is the facility to be constnicted within 1,000 feet of the outer boundary of a school site? • Yes • No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL OlSTRICT C O N S T R.U C Tl O N LEN Ol Q:,,'A:li*.ll'C^'ir I hereby aflirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (I) Civil Code). Lender's Name Lender's Address iAP..P..L I C A.N T' • C E'RT i P I C ATI O H I certif that I have read the appikation and state tiat the above Infomiation Is conectand thatthe infbmiation on ttie plans is accuiate. I agree to coniply with all 01^ oidinances and State laws relating to building constnictkin. I hereby authorize nepnssentative of the City of Cartsliad to enter upon the above mentbned property for inspection purposes. I ALSO AGI^E TO SAVE, INDEMN IFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH H^AY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA; An OSHA penmit is requined for excavations over 5'0' deep and demolitbn or constructbn of stRictutes over 3 stories in heighL EXPIRATION: Every pemnit issued by the Building OfUdaUinder the pnovisbns of thisMe stalpexpire by limitatbn and become null and void if the building or wort( authorized by such pemiit is not comnnenced within 180 days from the date of such permit or ifthe buildjpe[^m)i]^ltipifeed by suciy^m. iy<l^nded or abandoned at any time after the vwrii is commenced for a period of.180 days (Seflbn 106.4.4 Uniform Building Code). DATE EsGil Corporation In (PartnersHip •witA government for (BuiCdtng Safety DATE: 04/18/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLAN REVIEWER • FILE PLANCHECKNO.: 13-1045 SET IV PROJECT ADDRESS: 6798 Paseo Del Norte PROJECT NAME: Demo-New Garage/Room Additions /Decks for Golden Surf Holding I I The plans transnnitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ^ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. I I The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fon/vard to the applicant contact person. I I The applicant's copy of the check list has been sent to: Karnak Planning & Design Robert Richardson 2525 Pio Pico Drive Suite 1032 Carlsbad, Ca. 92008 EsGil Corporation staff did not advise the applicant that the plan check has been completed. r~1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Robert Richardson Telephone #: (760) 434-8400 Date contacted: (by: ) Email: karnakdesign@gmail.com Fax #: (760) 683-2269 Mail Telephone Fax In Person XI REMARKS: The applicant to complete the City Special Inspection Form @ the BIdg. Dept. Note on detail A/A3.1, glass handrail to be designed for 200-plf applied at the top of the rail. Sec. 2407.1,1. By: ALI SADRE, S.E. (FOR R.F.) Enclosures: EsGii Corporation • GA • EJ • PC 4/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In Partnersliip •witH government for (BuiCcCing Safety DATE: 03/24/14 • APPLICANT • JURIS. JURISDICTION: Carlsbad • PLANREVIEWER -V • FILE PLANCHECKNO.: 13-1045 C-fC ^'400^] SET: III PROJECTADDRESS: 6798 Paseo Del Norte PROJECT NAME: Demo-New Garage/Room Additions /Decks for Golden Surf Holding I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. X The applicant's copy of the check list has been sent to: Karnak Planning & Design Robert Richardson 2525 Pio Pico Drive Suite 1032 Carlsbad, Ca. 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Robert Richardson Telephone #: (760) 434-8400 Date cojitacted: Email: karnakdesign(5).gmail.com Fax #: (760) 683-2269 ^MailV^ Telephone ^ Fax In Person I I REMARKS: See cover sheet for revised sq footages. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 03/17/14 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576 Carlsbad 13-1045 03/24/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font. in italics and underlined are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1) . Deliver all corrected sets of plans and calculations/reports directly to the City OfCarlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify that the final sets of plans and any new calculations will be stamped and that architectural sheets are signed by person responsible for their preparation. Architectural sheets were not signed. 5. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stairwells if applicable. Section R308.4 Missing tempered windows thru out. Still seems to apply. See window 12 at mud room for example. 6. Provide a Prescriptive or Performance energy design to show compliance with current 2008 energy efficiency standards. The plans do not comply with provided energy calculations. Some examples are listed below: a) The energy calculations are requiring one gravity wall furnace (gas) and the plans are reflecting two electric wall furnaces. Still Applies. 13. Specify on the plans the following information for the roof materials and deck , per Section R106.1.1: ICC approval number, or equal. Need to provide for roof deck (minimum Class A required). Dex-O-Tex is ESR-1757 18. Specify how obtaining the required minimum VA Inch per foot roof/deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. Section R905.9.1. Still applies. No details provided for how roof deck and decks at 2"'' floor are obtaining requires minimum VA" per ft slope. Sf/7/ applies. Carlsbad 13-1045 03/24/14 24. Please recheck all details to verify that they are complete and/or correct. See for example noting 14 to roof deck on A1.1, keynote 12 to slab on A3.1 etc. This occurs thru out. Still applies. Noting 36" railina on A1.1 (keynote 13) and should be 42" instead. Noting 36" for keynote 1 on AI.O and kenote is referencing kitchen area. Too many areas that need close review. 27. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness ofthe glass railing and must be tempered. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 Just copied notes. Plans to detail and reference reguirements above. 31. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Outside each separate sleeping area in the immediate vicinity ofthe bedrooms and each of the three stories. Could not locate reguired smoke detector and carbon monoxide alarm for the third storv on A5.1? Still applies. 48. In addition how is deck framing to be addressed as must slope minimum %" per foot where deck framing occurs? Could not locate. 49. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Not provided. • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 13-1045 03/24/14 ^ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'roject/Permit: Project Address:. A. THIS SECTION MUST BE COIVIPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • . (If you checked as owner-builder you must also complete Section B of this agreement.) Name; (Please print) (First) (Ml) (Last) Mailing A(jdress; Emails Phone:, I am: QProperty Owner QProperty Owner's Agent of Record QArchitect of Record QEngineer of Record State of California Registration Numbec: Expiration Date: AGREEIVIENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acl<nowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural obsen/ations, construction materials testing and off-site fabrication of building components, as prescribed In the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature:. Date; B. CONTRACTOR'S STATEIVIENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706^. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name;. Name; (Please print) Mailing Address: Email; Please check ifyou are Owner-Builder • Phone;. State of California Contractor's License Number;. . Expiration Date:, I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; I acknowledge that control wili be exercised to obtain conformance with the construction documents approved by the building official; I will have in-place procedures for exercising control within our (the contractor's) organization, forthe method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. / will provide a final report I letter in compliance with CBC Section 1704.1.2 orior to requesting final Inspection. Signature: _Date; B-45 Page 1 of 1 Rev. 08/11 EsGil Corporation In (Partnersliip witH government for (BuiCding Safety DATE: 02/19/14 • APPLICANT JURIS. JURISDICTION: Carlsbad ^ • PLAN REVIEWER • FILE • AF y Ft nil PLAN CHECK NO.: 13-1045 C^d /«4oo~7) SET: II PROJECTADDRESS: 6798 Paseo Del Norte PROJECT NAME: Demo-New Garage/Room Additions /Decks for Golden Surf Holding I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. xl The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. XI The applicant's copy of the check list has been sent to: Karnak Planning & Design Robert Richardson 2525 Pio Pico Drive Suite 1032 Carlsbad, Ca. 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Robert Richardson Telephone #: (760) 434-8400 Date contacted: To (by:^^^ Email: karnakdesiqn(5:)qmail.com Fax #: (760) 683-2269 /^ppVlail Telephone Fax In Person I I REMARKS: See cover sheet for revised sq footages. By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 02/11/14 9320 Chesapealce Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1045 02/19/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers ofthe items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1) . Deliver all corrected sets of plans and calculations/reports directly to the City OfCarlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify that the final sets of plans and any new calculations will be stamped and 4. If this is a 2"'' dwelling then the following would apply: Just copied the notes. This correction requires details of one hour wall and ceiling, details of penetrations ofand as well as details of Sound transmission walls. The listed assemblies must be provided and referenced to all applicable locations. a) 2"'^ dwelling would need to be detailed and referenced with require Sound transmission at walls and ceiling in common with existing dwelling unit and at garage below b) 2nd dwelling unit would need to be fire sprinklered and must comply with Cal- Green requirements c) Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. if garage bellow is not to be used by tenant. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. d) For duplexes (This is a duplex): The Title Sheet or Site Plan should clearly indicate if any portion ofthe project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion ofthe project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. e) For duplexes only: Ifthe project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in Carlsbad 13-1045 02/19/14 habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. f) The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. g) Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4 h) Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details of the assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable Exceptions: A fire-resistance rating of V2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than ^s-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than >2 -inch gypsum board or equivalent. 5. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stairwells if applicable. Section R308.4 Missing tempered windows thru out. Still seems to apply. See window 12 at mud room for example. 6. Provide a Prescriptive or Performance energy design to show compliance with current 2008 energy efficiency standards. The plans do not comply with provided energy calculations. Some examples are listed below: a) The energy calculations are requiring one gravity wall furnace (gas) and the plans are reflecting two electric wall furnaces. b) The plan is reflecting 2 x8 on S4. Could not determine how obtaining R-30 in ceiling with 2x8 roof framing members as generally requires 2 x10's allow for the 8 1/4" insulation and required 1' airspace above? See above stairs on S3 for example. c) The proposed water heater is not addressed. d) The glazing is unclear now. For example on 1^* submittal the south wall of existing family room reflected windows 21 which were noted as existing . The 2"^ submittal does not reflect existing and would assume new. This occurs in various places i.e. see windows 18 and 21 at west side of master bedroom/bath. If window 18 is new or being repiaced then would need to reflect locations of plumbing fixtures so could determine If needs to be tempered. The doors are no longer noted to be existing. Please clarify e) Could not determine how window 17 could be existing as shown on A1.1? Too many areas that need close review. Carlsbad 13-1045 02/19/14 11. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Plans cannot be approved unless a gas isometric is provided (required due to tankless water heater. Response was omitted? See keynote 22 on A3.0. 12. Plans to reflect if tankless water heater is direct vented or not. If not then plans to reflect how providing adequate combustion air to the garage as garage is not large enough to provide adequate combustion air for both the FAU and water heater. See above. 13. Specify on the plans the following information for the roof materials and deck , per Section Rl 06.1.1: Manufacturer's name and ICC approval number, or equal. Need to provide for roof deck (minimum Class A required). 14. Residential ventilation requirements: Again just copied the notes. The plans need to reflect requirements in bold as listed below. Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF- 6R-MECH energy forms. All fans mstalled to meet the precedmg requirements must be specified at a noise rating ofa maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). For additions exceeding 1,000 sq. ft: Compliance with the above ventilation requirements must be shown on the plans. The whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. 15. Show pressure relief routing to the exterior for the tankless water heater (minimum 6" to maximum 24" above grade). See item 11 above. If storage tank added then verify energy calculations address it and show P8iT to exterior. 16. Show the sizes/locations of roof drains and overflows. Minimum 3" required if runs horizontal, 2" in vertical and minimum scupper size is 4". Plans to reflect how water is being diverted to drains i.e. crickets etc. Section R903.4. Plans are reflecting 2" drains running horizontal and minimum size is 3". Still applies. Carlsbad 13-1045 02/19/14 18. Specify how obtaining the required minimum Vi inch per foot roof/deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. Section R905.9.1. Stiil applies. No details provided for how roof deck and decks at 2"^ floor are obtaining requires minimum VA' per ft slope. 23. Guards (Section R312): Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Not provided. 24. Please recheck all details to verify that they are complete and/or correct. See for example noting 14 to roof deck on Al.l, keynote 12 to slab on A3.1 etc. This occurs thru out. Still applies. For example see south elevation on A4.0 where referencing keynote 8 to railing, keynote 3 to roof etc. Noting 36" railing on Al.l (keynote 13) and should be 42" instead. Too many areas that need close review. 27. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness ofthe glass railing and must be tempered. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 Just copied notes. Plans to detail and reference requirements above. 31. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Outside each separate sleeping area in the immediate vicinity ofthe bedrooms and each ofthe three stories. Could not locate required smoke detector and carbon monoxide alarm for the third story on A5.1? Recheck piacement of smoke detectors and carbon monoxide alarms. See A5.0 where placing SD in window leading to master bedroom , smoke detectors and carbon monoxide alarms required also at top of stairs and all smoke detectors as well as carbon monoxide alarms to be a minimum of 3 ft from any air producing device i.e. ceiling fans, supply and return air, whole house ventilation (as required by their listing). 43. Show or note on plans that all rake walls are to be ballooned framed. No response and could not locate. 48. In addition how is deck framing to be addressed as must slope minimum VA per foot where deck framing occurs? No response and could not locate. 49. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". Not provided. Carlsbad 13-1045 02/19/14 • Sheet S4 is reflecting a Jacuzzi. If apart of this permit then add to permit application and provide calculations/design details and show how complies with required fencing/alarms when required by jurisdiction. Any portion of the project shown on the site plan that is not included with the building permit application filed should be cleariy identified as "not included ". • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thankyou. Carlsbad 13-1045 02/19/14 •j^^ Development Services SPECIAL INSPECTION ^ Building Division ^ CITY OF AGREEMENT 1635 Faraday Avenue B_45 760-602-2719 www.carisbadca.gov CARLSBAD In accordance with Chapter 17 ofthe California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. 'roject/Permit: Project Address: A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder • . (If you checked as owner-builder you must also complete Section B ofthis agreement) Name; (Please print) (First) (MI ] (Lasl) Mailing Acddress: Email; Phone; lam; QProperty Owner QProperty Owner's Agent of Recorcd •Architect of Record QEngineer of Record State of California Registration Numben Expiration Date; AGREEIWENT; I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature; Date; B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706/ This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name; Please check if ycxi are Owner-Builder • Name; (Please print) (First) [M\] (Last) Mailing Address; Email; Phone; State of California Contractor's License Number; Expiration Dafe; • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, forthe method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a final report / letter In compliance with CBC Section 1704.1.2 prior to reauestina nnal inspection. Signature; Date; B-45 Page lofl Rev 08/11 Carlsbad 13-1045 02/19/14 EsGil Corporation In (Partnersliip •witH government for (BuiCding Safety DATE: 05/06/13 * • APPLICANT • JURIS. ,.> JURISDICTION: Carlsbad • PLANREVIEWER • FILE PLANCHECKNO.: 13-1045 SET: I PROJECTADDRESS: 6798 Paseo Del Norte PROJECT NAME: Demo-New Garage/Room Additions /Decks for Golden Surf Holding I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ^ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ^ The applicant's copy of the check list has been sent to: Karnak Planning & Design Robert Richardson 2525 Pio Pico Drive Suite 1032 Carlsbad, Ca. 92008 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted Robert Richardson Telephone #: (760) 434-8400 Date contacted: 5 /Q? fi 3 (by: \^ ) Email: karnakdesiqn(a).qmail.com Fax #: (760) 683-2269 CMail -^Telephone Fax^ In Person • REMARKS: By: Ray Fuller Enclosures: EsGil Corporation • GA • EJ • PC 04/29/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 13-1045 05/06/13 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLANCHECKNO.: 13-1045 JURISDICTION: Carlsbad PROJECTADDRESS: 6798 Paseo Del Norte FLOOR AREA: STORIES: 3 Garage 794 Dwelling 1183 HEIGHT: 28 ft per CBC Roof deck 825 2"'' floor deck 103 REMARKS: DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: 04/23/13 ESGIL CORPORATION: 04/29/13 DATE INITIAL PLAN REVIEW PLANREVIEWER: Ray Fuller COMPLETED: 05/06/13 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2010 edition ofthe California Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC, 2009 UPC, 2009 UMC and 2008 NEC. The above regulations apply, regardless ofthe code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2009 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e.. plan sheet number, specification section, etc. Be sure to enclose the marked up list when vou submit the revised plans. Carlsbad 13-1045 05/06/13 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1) . Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2) . Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed bythe City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify that the final sets of plans and any new calculations will be stamped and signed by engineer and /or architect of record also. 3. The cover sheet is noting that this is to be a 2"^^ dwelling (project description) and the under "Project Breakdown it was cross out in one place and left in just above it. . Asi .0 did not cross out 2"^ dwelling. On Al .0 keynote 3 was deleted. Please clarify as cannot complete plan check until this is resolved. 4. If this is a 2"^^ dwelling then the following would apply : a) 2"^* dwelling would need to be detailed and referenced with require Sound transmission at walls and ceiling in common with existing dwelling unit and at garage below b) 2nd dwelling unit would need to be fire sprinklered and must comply with Cal-Green requirements c) Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (IIC) rating of not less than 50. if garage bellow is not to be used by tenant. CBC Section 1207.6. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. d) For duplexes: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion ofthe project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CBC Section 1207.11. Carlsbad 13-1045 05/06/13 e) For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CBC Section 1207.11. g) The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. h) Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-ceilings and roof-ceilings shall be protected as required in CRC Section R302.4 f) Wall assemblies separating units in a duplex shall be of one-hour fire resistive construction. Provide details ofthe assemblies. Section R302.3. Such wall assemblies shall extend to the underside of the roof sheathing, where applicable Exceptions: i) A fire-resistance rating of V2-hour shall be permitted in buildings equipped throughout with an automatic sprinkler system installed in accordance with NFPA 13. i) Wall assemblies need not extend through attic spaces when the ceiling is protected by not less than ys-inch Type X gypsum board and an attic draft stop constructed as specified in Section R302.12.1 is provided above and along the wall assembly separating the dwellings. The structural framing supporting the ceiling shall also be protected by not less than 14 -inch gypsum board or equivalent. 5. Recheck plans for tempered window locations i.e. within 2 ft of interior/exterior doors, shower/tub areas and stainA/ells if applicable. Section R308.4 Missing tempered windows thru out 6. Provide a Prescriptive or Performance energy design to show compliance with current 2008 energy efficiency standards. 7. The regulations require a completed and signed Form CF-IR (all pages) to be imprinted on the plans. 8. If the project requires field verification (HERS), prior to initial plan check submittal, the CF-IR must be a "Registered" copy (filed with the HERS provider data registry and assigned a registration number). 9. All hot water piping from the heating source to the kitchen fixtures must be insulated (2" or less pipe size = 1" thick insulation; greater than 2" pipe size = 1 !4" insulation). Prescriptive Method requirement 10. Show or note dryer vent to the exterior with termination to be a minimum of 3 ft from any opening. Carlsbad 13-1045 05/06/13 11. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Plans cannot be approved unless a gas isometric is provided (required due to tankless water heater. 12. Plans to reflect if tankless water heater is direct vented or not. If not then plans to reflect how providing adequate combustion air to the garage as garage is not large enough to provide adequate combustion air for both the FAU and water heater. 13. Specify on the plans the following information for the roof materials and deck , per Section R106.1.1: Manufacturer's name and ICC approval number, or equal. 14. Residential ventilation requirements: • If applies Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour), ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM and noise rating ("Sone") must be specified on the plans. • Mechanical whole house ventilation must be provided. Include the following information: Fan sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must match or exceed the design found on CF-6R-MECH energy forms. • All fans installed to meet the preceding requirements must be specified at a noise rating ofa maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (forthe intermittent use calculation). For additions exceeding 1,000 sq. ft: Compliance with the above ventilation requirements must be shown on the plans. The whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. 15. Show pressure relief routing to the exterior for the tankless water heater (minimum 6" to maximum 24" above grade). 16. Show the sizes/locations of roof drains and overflows. Minimum 3" required if runs horizontal, 2" in vertical and minimum scupper size is A". Plans to reflect how water is being diverted to drains i.e. crickets etc. Section R903.4. Plans are reflecting 2" drains running horizontal and minimum size is 3". 17. Plans are reflecting 1/8" per foot slope. There is no listing for any type of deck water proofing less than VA" per foot and if there was the engineer-of-record would need to design for ponding. Carlsbad 13-1045 05/06/13 18. Specify minimum % inch per foot roof -deck slope for drainage. Specify how obtaining the required minimum VA inch per foot deck slope for drainage i.e. ripping, sleepers, slope framing etc. If ripping, note maximum taper cut and calculations to reflect this and if sleepers detail attachment to floor joist. Section R905.9.1. 19. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, lavatories and kitchen faucets may not exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section 402.0. 20. Include on the plans the following specifications for anv new electrical devices beinq installed : a) Tamper resistant receptacles required for all new locations . b) Weather resistant type for anv new receptacles installed in damp or wet locations (outside). c) Arc-fault protection for all new outlets (not just receptacles) located in rooms described in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. d) GFCI protected outlets for anv new locations described in NEC 210.8: Kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. 21. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly, for openings between garage and dwelling. Section R302.5.1. 22. Could not locate some of the door/window sizes due to information being printed over. See window at Den/Office where noting 4/12, one of the garage fire doors etc. Recheck all locations. 23. Guards (Section R312): a) Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. b) Shall have a height of 42". Could not determine why keynote 6 states 36" on AI.O c) Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". d) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. 24. Please recheck all details to verify that they are complete and/or correct. See for example noting 14 to roof deck on Al.l, keynote 12 to slab on A3.1 etc. This occurs thru out. 25. Could not determine why on A3.1 referencing keynote 14 (parapet to roof overhang) and/or how this projection is to be supported? Carlsbad 13-1045 05/06/13 26. Specify on plans the use of all rooms adjacent to proposed addition and all existing window sizes and how they open to verify that room addition have not adversely affected any required egress requirements and the existing adjacent rooms have the minimum required 1/1 Oth the area in light and 1/20th the area in ventilation. 27. The plans are reflecting glass railings. Detail and reference on the plans the connections to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Plans to reflect thickness ofthe glass railing and must be tempered. Detail and reference the glass guard to be supported on all four sides per Section 2407. If not providing a top rail then provide design calculations and details to show that glass railing can resist lateral forces per Section 1607.7.1 and must obtain Building Official approval per Section 2407.1.2 28. Show on the electrical plans how compliance with the residential energy lighting requirements will be meant: a) If applies: In the kitchen at least one-half of the wattage rating of the fixtures must be high efficacy with non-high efficacy fixtures switched separately. Note: Approximately VA of the fixtures will be required to be of the high efficacy variety b) In bathrooms, garages, laundry rooms, and utilitv rooms all fixtures must be high efficacy style or be controlled by a vacancy sensor c) All other areas.require any installed fixtures to be high efficacy or be controlled by a vacancy sensor or dimmer. (Closets under 70 square feet are exempt). e) Outdoor lighting fixtures that are attached to a building are required to be high efficacy or controlled by a combination photo-control/motion sensor Note: Generally a high efficacy style of fixture is fluorescent, complete with electronic ballasts. Regular incandescent, quartz halogen and halogen MR and low voltage lamps do not complv. 29. Show or note that a battery-operated carbon monoxide alarms will be provided outside each separate sleeping area in the immediate vicinity of the bedrooms and on each story, including basements. Section R315.2. 30. Show or note that a battery-operated smoke alarms will be provided in all existing bedrooms, hallways leading to bedrooms and on each floor. 31. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a) Inside each bedroom. b) Outside each separate sleeping area in the immediate vicinity of the bedrooms and each ofthe three stories. • 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 ofthe alarms in the unit. Carlsbad 13-1045 05/06/13 32. For existing portion of dwelling show or note that a battery-operated smoke alarms will be provided in all existing bedrooms, hallways leading to bedrooms and on each floor Section R314.3.1 33. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms and each of the three stories. • 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. 34. For existing portion of dwelling show or note that a battery-operated carbon monoxide alarms will be provided outside each separate sleeping area in the immediate vicinity of the bedrooms and on each story,. Section R315.2. 35. Provide a letter from the soils engineer confirming that the foundation 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 (per page 40 ofthe soils report). 36. Could not locate where plans reflected sand/10 mil visqueen requirements.. 37. Show minimum underfloor access of 16" x 24". Section R408.4. 38. 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. 39. Note on plans that BBQ Installation Guide to be provided to Building Inspector to verify all clearances to combustibles". 40. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 41. Could not determine how obtaining R-30 in ceiling with 2 x6 roof framing members as generally requires 2 xlO's allow for the 81/4" insulation and required 1' airspace above? See tower for example at the at top of 3'^'^ floor. Recheck all locations. Carlsbad 13-1045 05/06/13 42. Could not determine why calculations provided for front entrance (sheet 6) as does not appear to be apart of this permit per the architectural. Please clarify. 43. Show or note on plans that all rake walls are to be ballooned framed. 44. Please verify that all hold down locations reflect an appropriate detail i.e. from floor to floor, floor to beams, floor to rim joist where applicable. Verify overturning load path to continue to foundation or show in calculations that dead loads from floor framing can resist these loads. Please show how for example how resisting members i.e. post, beams , rim joist /joist are capable of resisting uplift forces 45. Provide Steel Strong Wall details and reference to plans. Show any required deepen footings. Verify footings/ soil bearing adequate for tension and compression forces. 46. Please reference detail 4/S1 to all applicable locations 47. Plans to reflect garage floor to sloping towards main vehicle entry doorways or towards a approved drainage system. R309.1 48. No blocking shown on floor framing plan on S-3 for wall below FB-6 as shown on S-4. In addition how is deck framing to be addressed as must slope minimum VA per foot where deck framing occurs? • CITY OF CARLSBAD REQUIREMENTS 49. If special inspection is required, the designer shall complete the city's "Special Inspection Agreement". • To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No ( ) The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 13-1045 05/06/13 ^ CITY oi^ AGREEMENT 1635 Faraday Avenue CARLSBAD .....^r^.-^-.-.^.. Development Services SPECIAL INSPECTION Building Division B_45 760-602-2719 www.carlsbadca .gov In accordance with Chapter 17 ofthe California Building Code the following must be completed when work being performed requires special Inspection, structural observation and construction material testing. ^roject/Permit: Project Address: A. THIS SECTION IVIUST BE COIVIPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder •. (If you checked as owner-builder you must also complete Section B of this agreennent.) Name: (Please print) (First) (Ml) (Last) Mailing A(ddress: Email: Phone: I am: QProperty Owner QProperty Owner's Agent of Record QArchitect of Record QEngineer of Record State of California Registration Numbeii Expiration Date: AGREEMENT: I, the undersigned, declare under penalty of perjury under the lavi/s of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signature: Date: B. CONTRACTOR'S STATEIVIENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706j. This section must be completed by the contractor / builder / owner-builder. Contractor's Company Name: Please check ifyou are Owner-Builder • Name: (Please print) (First) (Last) Mailing Address: Email: Phone: State of California Contractor's License Number: Expiration Date: • I acl<nowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • / will provide a ffnal report / letter in compliance mth CBC Section 1704.1.2 prior to reauestina final Inspection. Signature; Date: B-45 Pagel of 1 Rev, 08/11 EsGll Corporation In (PartnersHip •witH government for (BuiCding Safety FAX TRANSMITTAL Date: Time Sent: Number of Pages Being Transmitted: V! (Including Fax Transmittal) To: H\CI4A^ MA/4<K^ (^^ Phone #: Fax #: ^ s From: Hard Copy Mailed? YES • NO Remarks: 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (PartnersHip •witH government for (BuiCding Safety DATE: 5/6/13 • APPLICANT • JURIS. JURISDICTION: City of Bozeman •PLANREVIEWER • FILE PLANCHECKNO.: F13-07 SET: I PROJECTADDRESS: 2825 W. Main PROJECT NAME: Petco NFPA 72 Fire Protection Monitoring System I I The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. I I The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. XI The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. I I The applicant's copy of the check list is enclosed for the jurisdiction to fonA/ard to the applicant contact person. XI The applicant's copy of the check list has been sent to: Vector Security 2500 Maitland Center Parkway Suite 105, Maitland, FL 32751 I I EsGil Corporation staff did not advise the applicant that the plan check has been completed. 1X1 EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Michael Mahoney (S M) Telephone #: 866-608-3286 Date contacted: J)f 7/;3 (by: ^ ) Email: Fax #: 407-475-1115 Mail Telephone— Fax-^ In Person • REMARKS: By: Doug Moody Enclosures: EsGil Corporation • GA • EJ • PC 4/30/13 9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Bozeman F13-07 5/6/13 GENERAL PLAN CORRECTION LIST JURISDICTION: City of Bozeman PLANCHECKNO.: F13-07 PROJECT ADDRESS: 2825 W. Main DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL CORPORATION: 4/30/13 5/6/13 REVIEWED BY: Doug Moody FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. • Please make all corrections and submit three new complete sets of prints to: ESGIL CORPORATION. • To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? • Yes • No City of Bozeman F13-07 5/6/13 1. Please make all corrections and submit three new complete sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. 2. The fee for the plan review services per the City of Bozeman must be paid to Esgil Corporation priorto plan approval. The fee forthis project is $280.00 3. Please provide a copy of the current UUFX Certificate. 4. Please imprint on the plans the Battery manufacturers name, model number and specifications. 5. Completion documents are located in NFPA 10.18. Provide the following note on the plans, "The preparation of a record of completion document shall be provided to the fire inspector as follows: (10.18) a) Parts 1 through 14 shall be completed after the system is installed and the installation wiring has been checked. b) Parts 15 and 16 of the record of completion shall be completed after the operational acceptance tests have been completed." 6. Provide the following note on the plans, "Every system shall include the following documentation, which shall be delivered to the owner or the owner's representative upon final acceptance ofthe system: (10.18) a) An owners manual and manufacturer's published instructions covering all system equipment b) Record drawings c) For software-based systems, record copy of the site-specific software d) A written sequence of operation." The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. Ifyou have any questions regarding these plan review items, please contact Doug Moody at Esgil Corporation. Thank you. Carlsbad 13-1045 05/06/13 [DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLANCHECKNO.: 13-1045 PREPARED BY: Ray Fuller DATE: 05/06/13 BUILDING ADDRESS: 6798 Paseo Del Norte BUILDING OCCUPANCY: R3 U TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Additions 1518 13J.. 73-199,966 Garage 794 21,128 Roof Deck 825 15.57 12,845 2nd floor deck 103 15.57 1,604 Air Conditioning Fire Sprinklers TOTAL VALUE 235,543 Jurisdiction Code cb By Ordinance BIdg. Permit Fee by Ordinance • j Plan Check Fee by Ordinance • [ Type of Review: • Complete Review I I Repetitive Fee ^1 Repeats • Other J—j Hourly EsGil Fee • Structural Only Hr. @ * $1,228.74 $798.68 $688.09 Comments: Sheetl of 1 macvalue.doc + PLAN CHECK Community & Economic ^ CITY OF REVIEW Development Department 1635 Faraday Avenue CARLSBAD TRANSMITTAL Carlsbad CA 92008 w^w/w/.carlsbadca.gov DATE: 4/16/2014 PROJECT NAME: Golden Surfjesidential addition PLAN CHECK NO: PC 14-07 SET#: III ADDRESS: 6798 Paseo Del Norte VALUATION: $217,035 PROJECT ID:n/a APN: 214-531-51 SCOPE OF WORK: 885 sf roof deck , 379 sf mud room and stairs, relocate existing garage, add garage space, office/den (CBI 31045), New bedroom, bathroom and living space above garage (second dwelling unit, CB140571) This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & inspection Division is required Yes X 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: karnakdesign@gmaii.com [ PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov |\/| Linda Ontiveros Ll_J 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carisbadca.gov DATE: 02/24/2014 PROJECT NAME: Golden Surf_residential addition PLAN CHECK NO: CB 13-1045 SET#: II ADDRESS: 6798 Paseo Del Norte VALUATION: $217,035 PROJECT ID:n/a APN: 214-531-51 SCOPE OF WORK: Relocate existing garage, add garage space, office/den, bathroom and living space above garage This plan check review is complete and has been APPROVED by: LAND DEVELOPIVIENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspection Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or Incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: karnakdesigneagmaii com PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov \/ Linda Ontiveros /\ 760-602-2773 Linda.Ontiveros@carlsbadca.gov Remarks: Golden Surf residential addition PLAN CHECK NO # CB 13-1045 ***STOP*** Ptease Read Instructions: Outstanding issues are mariced with X • Once necessary corrections for compliance are made, re-submit to the Building division. Items that conform to permit requirements are mariced with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / North arrow / Existing & proposed structures Existing street improvements Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. Show on site plan: There seems to be different high points listed throughout. Possibly, a separate drainage plan will have to be drafted to clearly illustrate topography. X X X Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number Legal description/lot number 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 existinq use of SF and new proposed use of SF. Example: Tenant improvement for 3500 SF of warehouse to 3500 SF of office. Lot/Map No.: Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Golden Surf residential addition PLAN CHECK NO # CB 13-1045 2. DISCRETIONARY APPROVAL COMPLIANCE / Project does not comply with the following engineering conditions of approval for project no. n/a 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: PIV16136 4. IMPROVEMENT REQUIREMENTS All needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $100,000.00, pursuantto Carlsbad Municipal Code Section 18.40.040. / Public improvements required as follows: already in place Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40, Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows: n/a E-36 Page 3 of 6 REV 6/01/12 Golden Surf residential addition PLAN CHECK NO # CB 13-1045 5. GRADING PERMIT REQUIREMENTS Please indicate the estimated quantities of remedial grading and identify it on the plans. X 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 rouqh qradinq approval obtained prior to issuance ofa buildinq permit. Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector . The inspector will then provide the engineering counter with a release 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: E-36 Page 4 of 6 REV 6/01/12 •Golden Surf residential addition PLAN CHECK NO ti CB 13-1045 7. STORMWATER Repeat comment Verify project with appropriate tier level and submit accordingly See form E-32 AND E-33 attached for reference. Construction Compliance X Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (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/EnqStandsw-stds-vol4-ch2.pdf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 •3olden Surf residential addition PLAN CHECK NO # CB 13-1045 9. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES / Required fees have been entered in building permit Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impen/ious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required yes yes yes yes no no no no no (is addition over 150' from center line) no 10. Additional Comments Attachments: EngineerlngAppllcatlon / Storm Water Form E-36 Page 6 of 6 RIght-of-Way Application/Info. Reference Documents REV 6/01/12 CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 FaradayAvenue Carlsbad CA 92008 www.carisbadca.gov DATE: 5/08/2013 PROJECT NAME: Golden Surf_residential addition PLAN CHECK NO: CB 13-1045 SET#: I ADDRESS: 6798 Paseo Del Norte VALUATION: $217,035 PROJECT ID:n/a APN: 214-531-51 SCOPE OF WORK: Relocate existing garage, add garage space, office/den, bathroom and living space abo^j^arage You may have corrections from one or more of the divisions listed in the table below. To determine status by one or more of these divisions, please contact 760-602-2719. This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION A Final Inspection by the Construction Mgmt & Inspeclion Division is required Yes No X This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: karnakdesign@gmaii.com 1 PLANNING 1 760-602-4610 ENGINEERING 760-602-2750 FiRE PREVENTION 760-602-4665 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 • — 7 6'} 602-4(> 6 3 dregofs'. Ryaiv*carlsb3dca,gov . \/ Linda Ontiveros /\ 760-602-2773 Llnda.Ontlveros@carlsbadca.gov Cindy Wong i 760-602-4662 f Cynthia.Woi'igfficarisbacica,gov ' Dominic Fieri > 760-602-4664 Dorniriic,Fieri@carlsbadca,gov j Remarks: Golden Surf_residential addition PLAN CHECK NO U CB 13-1045 Please Read Instructions: Outstanding issues are marked with X • Once necessory corrections for compUance are made, re-submit to the Building division. Items that conform to permit requirements are marked with / or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: / North arrow / Existing & proposed structures ! Existing street improvements j Property lines (show all dimensions) Easements Right-of-way width & adjacent streets Driveway widths Existing or proposed sewer lateral Existing or proposed water service Submit on signed approved plans: DWG No. Show on site plan: X X X Drainage patterns Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building". Existing & proposed slopes and topography Size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: / Site address / Assessor's parcel number Legal description/lot number For commercial/industrial buildings and tenant improvement projects, inciude: 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.: Subdivision/Tract; Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Golden Surf residential addition PLAN CHECK NO # CB 13-1045 2. DISCRETIONARY APPROVAL COMPLIANCE / : Project does not comply with the following engineering conditions of approval for project no.: n/a 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 Cadsbad 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: PM6136 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 IVIunicipal Code Section 18.40.040. / : Public improvements required as follows: already in place Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee nf $ 441 nn so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. / Future public improvements required as follows: n/a E-36 Page 3 of 6 Golden Surf residential addition PIAN CHECK NO # CB 13-1045 5. GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. X Inadequate information available on site plan to make a determination on grading requirements, include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" : Grading Permit required. NOTE: The qradinq permit must be issued and 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: E-36 Page 4 of 6 REV 6/01/12 Golden Surf residential addition PLAN CHECK NO # CB 13-1045 7. STORM WATER Verify project X with appropriate tier level and submit accordingly Construction Compliance Project Threat Assessment Form complete. Enclosed Project Threat Assessment Form incomplete. Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW ) Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance / Storm Water Standards Questionnaire complete. i 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. httD://vwvw.carlsbadca.QOv/business/buildina/Documents/EnqStandsw-stds-vol4-ch2.Ddf Project needs to incorporate low impact development strategies throughout in one or more of the following ways: ; Rainwater han/esting (rain barrels or cistern) 1 Vegetated Roof Bio-retentions cell/rain garden Pervious pavement/pavers Flow-through planter/vegetated or rock drip line Vegetated swales or rock infiltration swales J Downspouts disconnect and discharge over landscape Other: E-36 Page 5 of 6 REV 6/01/12 Golden Surf residential addition PLAN CHECK NO « CB 13-1045 9. WATER METER REVIEW Domestic (potable) Use / What size meter is required? FYI Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shall be a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary fo meet the water use requirements. FYI For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be 8. FEES Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? Permit No. Permit No. Project built after 1980 Impervious surface > 50% Impact unconstructed facility Fire sprinklers required yes Upgrade yes No fees required ! yes yes yes yes no no ; no no j no (is addition over 150' from center line) no 10. Additional Comments There are several references to a second dwelling unit on plans. If this is not a second dwelling unit, be sure to remove ALL existing references to second dwelling unit. Attachments: EngineerlngAppllcatlon / Storni Water Form E-36 Page 6 of 6 RIght-of-Way Applicatlon/lnfo. Reference Documents REV 6/01/12 CITY CARLSBAD O F STORM WATER COMPLIANCE ASSESSMENT B-24 Develooment Services Building Division 1635 Faraday Avenue 760-602-2719 www.carisbadca.gov I am applying to the City of Carlsbad for the following type(s) of construction permit: • Building Permit • Right-of-Way Permit • Uy project is categorically EXEMPT from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it only requires issuance of one or more of the following permit types: Electrical Fire Additional Fire Alarm Fixed Systems Mechanical Mobile Home Plumbing Patio/Deck Photo Voltaic Re-Roofing Sign Spa-Factory Sprinkler Water Discharge Project Storm Water Threat Assessment Criteria* Afo Threat Assessment Criteria • My project qualifies as NO THREAT and is exempt from the requirement to prepare a storm water pollution prevention plan (SWPPP) because it meete the 'no threat" assessment criteria on the City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier Level. My project does not meet any of the High, Moderate or Low Threat criteria described below. T/eM V Low T/ireaf >)ssess/nenf Criteria yOv My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt pennit type (See list above) and the project meets one or more ofthe following criteria: • Results in some soil distuHsance; and/or • Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling). Tier 2 - IVIoderate Threat Assessment Criteria • My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria: • Project requires a grading plan pursuanttothe Carisbad Grading Ordinance (Chapter 15.16 ofthe Carisbad Municipal Code); or, • Project will result In 2,500 square feet or more of soils disturt)ance Including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meete 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 • Disturiied 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). T/ef3 - Significant Threat Assessment Criteria • My project Includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres including any associated constmction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or • My project Is part of a phased development plan that wlli cumulatively result In soil disturbance totaling one or more acres including any associated constnjction staging, equipment storage, refueling and maintenance areas: or, • My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant potential for contributing pollutante to neartjy receiving waters by way of storm water runoff or non-storm water discharge(s). / certify to the best of my knowledge that the above checked statements are true and correct I understand and acknowledge that even though this project does not require preparation ofa construction SWPP, I must stiff adhere to, and at all times during construction activities for the permit typefs) check above comply with the storm water best management practices pursuant to Title IS of the Carlsbad Municipal Code and to City Standards. •The City Engineer may authorize minor variances fram the Storm Water Threat Assessment Criteria In special circumstances where it can be shown that a lesser or higher Constmction SWPPP Tier Level is wananted. B-24 Project Address: Assessor Parcel No. Page 1 of 1 Rev.03/09 CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.eov DATE: 2/27/14 PROJECT NAME: Golden Surf PROJECT ID: PUD 13-05 / CDP 13-12 PLAN CHECK NO: CB 13-1045 SET#: ADDRESS: 6798 Paseo Del Norte APN: 214-531-51-00 ^ This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Garcia A Final Inspection by the Pianning Division is required • Yes |^ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance ofa building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COiVIPLErE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: Farzan Dehmoubed/Robert Ricliardson For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 1 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.fiov I 1 Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov 1 Greg Ryan 760-602-4663 Gregorv.Ryan@carlsbadca.gov 1 1 Gina Ruiz 760-602-4675 Gina.Rulz@carlsbadca.gov 1 1 Linda Ontiveros 760-602-2773 Linda.Ontlveros@carlsbadca.gov Cindy Wong 760-602-4662 Cvnthia.Wong@carlsbadca.gov X Chris Garcia 760-602-4622 Chris.Garcia@carlsbadca.gov 1 1 Dominic Fieri 760-602-4664 Dominic.Fierl@carlsbadca.gov Remarks: Project consistent with approved PUD 13-05/CDP 13-12. RESPONSE TO PLAN CHECK COMMENTS (PLAN CHECK # 13-1045) Project: Golden Surf Holdings Ltd. Garage Addition 6798 Paseo Del Norte Carlsbad, CA. 92009 Engineer: Konicki Engineering 31107 Mariposa Pl. Temecula, Ca 92592 (951)-303-2185 Code: 2010 C.B.C. Date : March 7, 2014 TABLE OF CONTENTS Response to conmients 1-2. RECEIVED MAR 1 2 2014 CITY OF CARLSBAD BUILDiNG DIVISION Comment # 6b: The roof rafters and ceilingjoists have been revised from 2x8's @ 16" o.c. to 2xl0's @ 24" o.c. Comment #23 and 27: The postless glass railing system does not have a top rail. Please see new detail on architectural drawings and attached structural calculations to show capability of the system to resist a 50 plf lateral load. Comment # 43: See note 2 on sheet S-3 and S-4. / 2.7 (9 ^ / // l^_ ' 4z 71 T7<^i; floL:rs »^ PLATF KA^HG^ ['^"'C . STRUCTURAL CALCULATIONS Project: Golden Surf Holdings Ltd. Garage Addition 6798 Paseo Del Norte Carlsbad, CA. 92009 Engineer: Code: Date Konicki Engineering 31107 Mariposa Pl. Temecula, Ca 92592 (951)-303-2185 2013C.B.C. J7W 2-*? Z^<f RECEIVED FEB 0 7 2014 CiTY OF CARLSBAD BUiLDiNG DIViSION '1: TABLE OF CONTENTS Design Loads 1-2- Roof Framing 3-10. Floor Farming 11 -23. Foundation Design 24-26. Lateral Analysis 27-35. <5 CODE: 2013 CALIFORNIA BUILDING CODE SmNGLES ROOF 4:12 SLOPE Dead Load Shingles roof = 6.0 psf 1/2" Plywood = 1.5 psf RoofRafters@24"o.c. = 2.5 psf Insulation = 1.7 psf 1/2" Drywall = 2.2 psf Mechanical & Electrical = 1.3 psf Miscellaneous = 1.0 psf TOTAL =16.2 psf Live Load Use: 17 psf for design = 20 psf FLAT ROOF DECK 1/2:12 SLOPE Dead Load Flooring 3/4" T&G plywood Joists at 16" o.c. 1/2" Drywall Insulation Mech\Elect & Misc. Total Live Load FLOOR LOADS; Dead Load Flooring 3/4" T&G plywood Joists at 16" o.c. 1/2" Drywall Insulation Mech\Elect & Misc. Total Live Load 10.0 psf 2.5 psf 3.0 psf 2.2 psf 1.7 psf 1.3 psf 20.7 psf Use: 21 psf for design 60 psf (typical) 6.0 psf 2.5 psf 3.0 psf 2.2 psf 1.7 psf 1.3 psf 16.7 psf Use: 17 psf for design 40 psf (typical) CONCRETE. F'c = 2500 psi @ 28 days for footings and slab SOIL BEARING CAPACITY : 1500 psf SEISMIC Per Sec. 1613 of CBC 2013 and ASCE 7-10 sec. 12.8 Seismic Importance Factor le = 1.0 (Risk Category 11) (table 1.5-2) Mapped maximum spectral response acceleration at 0.2 seconds Ss = 1.275} values obtained from USGS Mapped maximum spectral response acceleration at 1.0 seconds Sl = 0.481} ground motion calculator Site Class: D Site Coefficient at short period. Fa = 1.0 Site Coefficient at 1 sec period, Fv = 1.5 Spectral response Acceleration at 0.2 sec period adjusted for Site Class, SMS= Fa (Ss) = 1.275 Spectral response Acceleration at 1.0 sec period adjusted for Site Class, SMI = Fv (Sl) = 0.731 5 % damped design Spectral response Acceleration at 0.2 sec period adjusted for Site Class, SDS= 2/3 X SMS =0.85 5 % damped design Spectral response Acceleration at 1.0 sec period adjusted for Site Class, SDI = 2/3 x SMI = 0.487 Seismic Design Category = D Basic Seismic force resisting system : Bearing wall system, light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets Response modification factor, R = 6 'A Seismic response coefficient, Cs = SDS/(R/I) =0.85 /6.5=0.131 Design base Shear, V = 0.131 W Simplified Analysis Procedure WIND For Risk Category II, from fig. 26.5-1 A, ASCE 7-10, Basic Wind Speed (3 second gust), V = 110 MPH Wind exposure Category B from section 26.7 Topographic factor, Kzt =1.0 Simplified design wind pressure for Exposure B, at h= 30 ft, and 1=1.0 from fig, 28.6-1,1=1.0, ASCE 7-10 ps30= 12.7 psf for zone C, 19.2 psf for zone A and 8 psf for zones B and D Adjustment factor for building height and exposure from figure 28.6-1, ASCE7-10, A. = 1.0 Simplified design wind pressures, ps= X, Kzt ps30 (Eqn 28.6-1) ps = 12.7 psf for zone C use min. 16 psf ps = 19.2 psf for zone A (extends 4' from ends ) ps = 8 psf for zones B and D (D ® / .» i;s0 C^M ]>P-L ^^1^ 374-P^F. kL 5-7 4 ^'3 36-S 5 use 4?^7o pp-j^ )^ 353 z^iT . (/5r iX/o ^ <^' ^ • S /^S @ IG c>'C Titte Block Line 1 You can change this area using the "Settings" menu item Project Title: /I Engineer: Project ID: Project Descr; and then using the "Printing & Title Block" selection. Title Block Line 6 Pnnted 29 JAN 2014, 1;47PM Multiple pimple Beftif ECEI^^^SviltiC. 19(^20)3, BuilcW.1%,8.31,V^613.B.3t 1 |Lic. # . KW-06005194 Licensee ; KONICKI ENGINEERING , Description : ROOF FRAMING BEAMS Wood Beam Design : RB-1,RB-2, RB-6 BEAM Size: 6X4, Sawn - General, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Dougias Fir - Larch 1,350.0 psi Fc-Prll 925.0psi Fv 1,350.0 psi Fc - Perp 625.0 psi Ft Caiculations pet\ Wood Species: Fb - Tension Fb - Compr Aoolied Loads Unit Load: D = 0.1430, Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support Combinations, l^ajor Axis Bending Wood Grade: No.l 170.0 psi Ebend-xx 675.0 psi Eminbend - xx 1,600.0 ksi 580.0 ksi ASCE 7-10 Density 32.21 Opcf Lf = 0.080 Wft, Trib= 1.0 ft 0.357 1 603.22 psf at 2.250 ft in Span # 1 1,687.50 psi +D+Lr+H 0.161:1 34.15 psi at O.OOOft in Span #1 212.50 psi +D+Lr+H C L Lr S W E 0,32 0,18 0.32 0.18 Df01430iLriOOaO) 4.50 «, 6X4 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.024 in 0.000 in 2288 >360 Downward Total Upward Totai Total Defl Ratio 0.066 in 0.000 in 820 >180 Wood Beam Design: RB-4, RB-5 AND RB-9 Lr = 0.140 k/ft, Trjb=1.0ft BEAM Size : 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species : Douglas Fir - Larch Fb-Tension 1,350.0 psi Fc-Prll 925 0psi Fv Fb-Compr 1,350.0 psi Fc-Perp 625.0psi Ft Aoolied Loads Unif Load: D = 0.1190, Desian Summarv Max fb/Fb Ratio = 0.467 fb : Actual: 788.09 psf Fb : Allowable : 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb; Max Reactions (k) Left Support Right Support Combinations, Major Axis Bending Wood Grade: No.l 170.0 psi Ebend-xx 675.0 psi Eminbend - xx 1,600.0 ksi SBO.Oksi Density 32.210 pcf 1 at. 3.750 ft in Span #1 0.199: 1 42.38 psi at 212.50 psi +D+Lr+H D L u 0.45 0.53 0.45 0.53 0,000 ft in Span # 1 W 0(0.11901 Lf(0.140) 7.50 n, 6X6 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.082 in 0.000 in 1095 >360 Downward Total Upward Total Total Defl Ratio 0.152 in 0.000 in 592 >180 Wood Beam Design : R6-3 BEAM Size: Oitculations per^ Wood Species: Fb - Tension Fb - Compr Aoolied Loads Unif Load: D = 0.10 Desian Summarv Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv; Allowable: Load Comb: Max Reactions (k) Left Support Right Support 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 0(0.10) LrtO.no) Douglas Fir - Larch Wood Grade : No.l 1,000.0 psi Fc-Prll 1,500.0psi Fv 180.0psi Ebend-xx 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx Lr = 0.110 k/ft, Trib=1 Oft 0.530 1 631.12 psi at 5,000 ft in Span # 1 1,189.92 psi +D+Lr+H 0.229: 1 41,19 psi at 9,233 ft in Span #1 180,00 psi +D+Lr+H Q L Lr S W E 0.50 0,55 0,50 0,55 1,700,0 ksi 620,0 ksi ASCE 7-1 Oi> Density 32.210 pcf 10,0ft. 4x10 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,063 in 0,000 in 1892 >360 Downward Total Upward Total Total Defl Ratio 0,121 in 0.000 in 991 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: (D Pnnted; 29 JAN 2014, 1;47PM , Fite*«:«a*GINE-1iaill^-flFARZAN.4.EC6 . h Licensee : KONICKI ENGINEERING Multiple Simple Beam KW-06005194 Wood Beam Destgn: RB-10 Calculations p»p 4x10, Sawn, Fully Unbraced Using Allowable Stress Design wifh ASCE 7-10 Load Combinations, Major /Vxis Bending Douglas Fir - Larch Wood Grade : No.l 1,000,0 psi 1,000,0 psi Fc-Prll Fc - Perp 1,500,0 psi 625,0 psi BEAM Size: Wood Species : Fb - Tension Fb - Compr Aoolied Loads Unif Load: D = 0.0430, Lr = 0,050 k/ft, Trib= 1,0 ft Desian Summarv 0.487 1 715,51 psi at 8.000 ft in Span # 1 1,470,47 psi +D+Lr+H 0.139: 1 31.25 psi at 0,000 ft in Span # 1 225,00 psi +D+Lr+H L U. 0,34 0,40 0,34 0,40 Fv Ft 180,0 psi 675,0 psi Ebend- xx Eminbend - 1,700.0 ksi 620,0 ksi ASCE7-m Density 32,210 pcf Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio fv: Actual; Fv: Allowable: Load Comb: Max Reactions Left Support Right Support D(0,0430)Lr(0,050) 3= 16,Qft. 4x10 (k) w Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,189 in 0,000 in 1016 >360 Downward Total Upward Total Total Defl Ratio 0,351 in 0,000 in 546 >180 Wood Beam Design: H-l Cjeaculation$|^ 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major /Vxis Bending Douglas Fir - Larch Wood Grade : No t 1,350,0 psi Fc-Prll 925,0 psi Fv 170,0 psi Ebend-xx 1,350,0 psi Fc - Perp 625,0 psi Ft 675,0 psi Eminbend - xx BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,0430, Lr = 0.050 k/ft, Trib= 1.0 ft Unif Load: D=0,0340->0,2210, Lr = 0,040->0.260k/tt,0.0to17,0ft Desian Summarv Max fb/Fb Ratio = 0.801 • 1 fb : Actual: 1,335,77 psf at 9,237 ft in Span # 1 Fb : Allowable : 1,668.45 psi Load Comb : +D+Lr+H Max fv/FvRatIo = 0.359: 1 fv: Actual: 76,25 psi at 16.093 ft in Span # 1 Fv : Allowable : 212,50 psi Load Comb : +D+Lr+H Max Reactions (k) D L Lr § VV E Left Support 1,18 1,39 Right Support 1,71 2,01 1,600.0 ksi 580.0 ksi ASCE 7-10 Density 32.210 pcf 17,0 ft. 6x12 Max Deflections H Downward L+Lr+S 0,339 in Downward Total 0.628 in Upward L+Lr+S 0,000 in Upward Total 0,000 in Live Load Defl Ratio 601 >360 Total Defl Ratio 324 >180 Wood Beam Design: RB-7 CalcuiafioRS ASCE 7-iO BEAM Size : 7x14, Parallam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2,900,0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Unif Load: D = 0,0650, Lr = 0,0650 k/ft, Trib= 1,0 ft Point: D = 3.40, Lr = 4,0 k@ 12,50 ft Desian Summarv Max fb/Fb Ratio = 0.797 -1 fb : Actual: 2,888.30 psi Fb : Allowable : 3,625.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.220:1 fv : Actual: 79.89 psi Fv : Allowable : 362.50 psi Load Comb: +D+Lr+H Max Reactions (k) D L k Left Support 2,46 2.76 Right Support 2,53 2,84 Load Combinations, Major/\xis Bending Wood Grade : Parallam PSL 2,0E Fv 290,0 psi Ebend-xx 2,000,0ksi Density 32,210pcf Ft 2,025,0 psi Eminbend-xx 1,016,54 ksi at 12,495 ft in Span #1 at 23,357 ft in Span # 1 W 24,50 ft, 7x14 Max Deflec;tions H Downward L+Lr+S 0,830 in Downward Total 1,560 in Upward L+Lr+S 0,000 in Upward Total 0,000 in Live Load Defl Ratio 354 <360 Total Defl Ratio 188 >180 Title Block Line 1 You can change this area using the "Settings" menu item Project Titie; Engineer: Project Descr: Project ID: ^ and then using the "Printing & Title Block" selection. Title Block Line 6 Pnnted: 29 JAN 2014, 1.47Pt-l Multiple Simple Beani f |Lic, # : KW-06005194 Licensee : KONICKI ENGINEERING Wood Beam Design: RB-8 (^teulations pef, 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch 1,350.0 psi Fc - PrII 925.0 psi 1,350.0 psi Fc-Perp 625,0psi BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,2460, Lr = 0,290 k/ft, 0.0 ft to 3.0 ft, Trib= 1.0 ft Unif Load: 0 = 0.1280, Lr = 0,150 k/ft, 3,0 to 6,50 ft, Trib= 1,0 ft Point: D = 2,40, Lr = 2.90 k @ 3,0 ft Desian Summarv Max fb/Fb Ratio = 0.625 • 1 fb:Actual: 1,051,11 psf at 2,990 ft in Span # 1 Fb : Allowable : 1,681.02 psi Load Comb; +D+Lr+H Max fv/FvRatio = 0.429: 1 fv: Actual: 91,11 psi at 0,000 ft in Span # 1 Fv : Allowable : 212,50 psi Load Comb: +D+Lr+H Max Reactions (k) a L u S W E Left Support 1,98 2,37 Right Support 1.61 1,92 Load Combinations, Major Axis Bending Wood Grade: No.l Fv 170.0 psi Ebend-xx Ft 675,0 psi Eminbend - xx 1,600,0 ksi 580,0 ksi ASCE 7-18 Density 32,210 pcf 0(0.2460) LrtO.290) t • • • T. 0(0,1280XL40160J__ 9 ^ 6.50 ft, 6x12 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.033 in Downward Total 0.061 in 0.000 in Upward Total 0,000 in 2342 >360 Total Defl Ratio 1278 >180 Wood B^m Dedign : RR-1 BEAM Size: CalculattcKis per Lr = 0,040 k/ft,Trib=1,0ft 2x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : Douglas Fir - Larch Fb-Tension 900,0 psi Fc-Prll 1,350.0psi Fb - Compr 900,0 psi Fc - Perp 625.0 psi Applied Loads Unif Load: D = 0,0240, Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual; Fv: Allowable: Load Comb : Max Reactions (k) Left Support Load Combinations, Major Axis Bending Wood Grade: No,2 Fv 180,0 psi Ebend-xx Ft 575,0 psi Eminbend - xx 1,600,0 ksi 580.0 ksi ASCE MO Density 32,210 pcf 1 Right Support 0.696 701.24 psi at 6,250 ft in Span # 1 1,006,87 psi +D+Lr+H 0.169: 1 38,05 psi at 225,00 psi +D+Lr+H D L Lr 0,15 0,25 0,15 0.25 0,000 ft in Span # 1 W 0(0,0240) Lr(0,040) -2 12.50 ft, 2x10 Max Deflections Downward L+Lr+S 0,140 in Downward Total 0,223 in Upward L+Lr+S 0,000 in Upward Total 0.000 in Live Load Defl Ratio 1074 >360 Total Defl Ratio 671 >180 Wood Beam Design : RR-I <^cuiation$per: BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,0160, Desian Summarv Max fb/Fb Ratio = fl5: Actual: Fb : Allowable : Load Comb: Max fv/FvRatIo = fv : Actual: Fv: Allowable : Load Comb : Max Reactions (k) B Left Support Right Support 2x8, Sawn, Fuily Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch 900.0 psi Fc - Pril 1,350,0 psi 900,0 psi Fc - Perp 625.0 psi Lr = 0.0270 k/ft, Trib= 1,0 ft Load Combinations, Major Pous Bending Wood Grade: No,2 Fv 180,0 psi Ebend-xx Ft 575,0 psi Eminbend - xx 1,600,0 ksi Density 580,0 ksi , ASCE 7-10 32,210 pcf 0.630 1 766,94 psf at 6,250 ft in Span #1 1,218,12 psi +D+Lr+H 0.149: 1 33,61 psi at 0,000 ft in Span # 1 225.00 psi +D+Lr+H L Lf S W E 0,10 0,17 0,10 0.17 4 • i'^' '^r' — ?4 •'"-ft 12.50 ft, 2x8 Max Deflections U Downward L+Lr+S 0.196 in Downward Total 0,312 in Upward L+Lr+S 0,000 in Upward Total 0.000 in Live Load Defl Ratio 766 >360 Total Defl Ratio 481 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection- Project Title: Engineer: Project Descr: Project ID: @ Pnntea 2S JAN 20)4. t,47PM Multiple ^mpteBeam:^: / :,,„,.;,-^../:::...y,. ^£^IEReALS;J^<;„1988a013.B&kt6.ti^B,3T, VSen6;13,8.31 11 |Lic, # : KW-06005194 Ucensee : KONICKI ENGINEERING | Wood Beam Design: CJ-1 Calculations per BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,020 Desian Summarv Max fb/Fb Ratio = lb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 2x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major/\xis Bending Douglas Fir - Larch Wood Grade : No,2 900.0 psi Fc-Pril 1,350,0psi Fv 180,0 psi Ebend-xx 900.0 psi Fc - Perp 625,0 psi Ft 575,0 psi Eminbend - xx 1,600,0 ksi 580,0 ksi ASCE 7-tO Density 32,21 Opcf Lr = 0,020 k/ft, Trib=1,0ft 0.649 1 771.65 psi at 6,500 ft in Span # 1 1,189,62 psi +D+Lr+H 0.146: 1 32.75 psi at 12,437 ft in Span #1 225,00 psi +D+Lr+H B L Lr S W E 0,13 0,13 0,13 0,13 0(0.020) Lr(0.020) 13.0 ft, 2x8 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.170 in 0,000 in 920 >360 Downward Total Upward Total Total Defl Ratio 0,339 in 0,000 in 460 >180 CS) U$5 D^-L -ffl u/c;^(^^ HOT) Pi/P . ^ ^ / ,,7/ X . /3A ^ id:,o MiC^U^ rL^^^^V3^)0"'"'7 = ^^B^SPiF ^^^^ I55i&ftr I 'r^{^ 1-33'Cn^ic^^ := !$6<-^pur. 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Title Block Line 6 Pnnled 29 JAN 2014, 1;47PM Multiply Simple Beam, - nte=8;€NGINE-1«N6RCA-WARZAN-4,6C8 k ENERCALfijlNC. 1983-2013. fltfld:%13.|.3t, VerS.IS.e.SI | ILic, # : KW-06005194 Licensee : KONICKI ENGINEERING Description : FLOOR FRAMING BEAMS Wood Beam Design : FB-15 Calculations per BEAM Size: 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb-Tension 2,900.0 psi Fc-Pril 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000,0 ksi Fb-Compr 2,900,0 psi Fc-Peip 750,0 psi Ft 2,025,0 psi Eminbend-xx 1,016,54ksi Applied Loads Unif Load: D = 0,0230, L = 0,0530 k/ft, Trib= 1,0 ft Point: D = 0,40, L = 0,90 k @ 29.0 ft Desian Summarv 0.199 1 564,84 psi at 25,000 ft in Span # 1 2,838,93 psi +D+L+H 0.127: 1 36.80 psi at 25.000 ft in Span # 1 290.00 psi +D+L+H D L Lr S W E 0,22 0.50 0.85 1.94 ASCE 7-10 Density 32.210 pcf Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv : Actual: Fv: Allowable: Load Comb : Max Reactions (k) Left Support Right Support Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,139 in 0,000 in 2165 >360 Downward Total Upward Total Total Defl Ratio Wood Beam Design : FB-1, FB-5, FB-6, FB-11, FB-13, FB-14, FB-20, FB-21, FB-22 : Calculations per' FB-25 AND FB-26 0,197 in -0,000 in 1522 >180 ASCE f-m BEAM Size: Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,40 Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.1 1,350.0 psi Fc-Prll 925,0 psi Fv 170,0 psi Ebend-xx 1,350,0 psi Fc-Perp 625,0 psi Ft 675,0 psi Eminbend-xx L = 0,9530 k/ft, Trib= 1,0 ft 1,600,0 ksi 580,0 ksi Density 32,21 Opcf 0.867 1,171.04 psi 1,350.00 psi +D+L+H 0.610: 103,77 psi 170,00 psi +D+L+H e L 0,80 1.91 0,80 1,91 1 , at 2,000 ft in Span # 1 1 at 0,000 ft in Span #1 vy D(0.4tM L(0 9550) Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,045 in Downward Total 0,064 in 0.000 in Upward Total 0.000 in 1061 >360 Total Defl Ratio 747 > 180 Wood Beam Design : FB-g Calculations pef: BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch 1,350.0 psi Fc - PrII 925.0 psi 1,350,0 psi Fc - Perp 625 0 psi Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0,70 Desian Summary Max fb/Fb Ratio = ftj: Actual: Fb: Allowable : Load Comb: Max fv/FvRatio = fv : Actuai: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support Load Combinations, Major Axis Bending Wood Grade: No.l Fv 170,0 psi Ebend-xx Ft 675,0 psi Eminbend - xx 1,600,0 ksi 580,0 ksi ASCEr-lfl Density 32,210 pcf L = 1,70 k/ft, Trib= 1,0 ft 0.634 855,27 psi 1,348,62 psi +D+L+H 0.581: 98,76 psi 170,00 psi +D+L+H E L 1,23 2,98 1.23 2,98 1 at 1,750 ft in Span #1 1 at 2,882 ft in Span # 1 W D(0 7mU1.70l A Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.019 in Downward Total 0.026 in 0,000 in Upward Total 0.000 in 2251 >360 Total Defl Ratio 1594 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pnnted: 29 JAN 2014, 1 47PM Multiple Simple Beam Lie, # : KW-06005194 Rle = e3eK3IC-1ie<Efa»-1\FARZAN-4£M ~k EMERCALC, 1«83-2013, fluitttfta.S.SI, Ver8.13A31 I Licensee : KONICKI ENGINEERING Wood Beam Design: FB-10, FB-12 AND FB-23 Calculations peri BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major/\xis Bending Douglas Fir - Larch Wood Grade : No l 1,350,0 psi Fc-Pril 925.0 psi Fv 170,0 psi Ebend-xx 1,350.0 psi Fc-Perp 625,0 psi Ft 675,0 psi Eminbend-xx Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,40 Desian Summarv Max fb/Fb Ratio = ft): Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb : Max Reactions (k) Left Support Right Support 1,600,0 ksi 580.0 ksi ASCE7-ia Density 32,210 pcf L = 0,940 k/ft, Trib=1,0ft 0.586 789,38 psi 1,348,21 psi +D+L+H 0.469: 79,67 psi 170,00 psi +D+L+H E L 0.90 2,12 0,90 2,12 1 at 2,250 ft in Span # 1 1 at 0,000 ft in Span # 1 9 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0 028 in 0.000 in 1916 >360 Downward Total Upward Total Total Defl Ratio 0,040 in 0,000 in 1344 >180 Wood Beam Design : FB-2 Calculations per BEAM Size: Wood Species : Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,1220, Desian Summarv Max fb/Fb Ratio = fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv : Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 3.5x14.0, Parallam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2,0E 2,900,0 psi 2,900,0 psi Fc- Fc- Pril Perp 2,900,0 psi 750.0 psi Fv Ft 290.0 psi 2,025.0 psi Ebend- xx Eminbend - 2,000,0 ksi 1,016,54 ksi ASCE 7-10 Density 32,210 pcf L = 0.1190 k/ft, Trib= 1,0 ft 1 0.681 1,976,13 psi at 12,500 ft in Span #1 2,900,00 psi +D+L+H 0.290:1 84,23 psi at 23,917 ft in Span # 1 290,00 psi +D+L+H e L 1,53 ^A9 1,53 1,49 D(0,1220) L(0,1190) 25,0 ft, 3,5x14,0 vy Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,657 in Downward Total 1,330 in 0,000 in Upward Total 0.000 in 456 >360 Total Defl Ratio 225 >180 Wood Beam Design : FB-3 CdJculations per BEAM Size: 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Douglas Fir - Larch 1,350.0 psi Fc-Prll 925,0psi Fv 1,350,0 psi Fc - Perp 625,0 psi Ft Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0.350, Desian Summarv Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable : Load Comb: Max Reactions (k) Left Support Right Support Combinations, Major Axis Bending Wood Grade: No.l 170.0 psi Ebend-xx 675,0 psi Eminbend - xx 1,600,0 ksi 580.0 ksi ASCE 7-10 Density 32.210 pcf L = 0.750 k/ft, Trib=1.0ft 0.626 842.66 psi 1,346.65 psi +D+L+H 0.459: 78,00 psi 170,00 psi +D+L+H D L 1,14 2,44 1,14 2.44 1 at 3.250 ft in Span # 1 at 0,000 ft in Span #1 • 2 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,048 in Downward Total 0,071 in 0,000 in Upward Total 0,000 in 1619 >360 Total Defl Ratio 1104 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: PnnleO 29 JAN 2014, 1;47PM 7'"'* FU = ei£t«mM^0ml^<^l>BZMhA.%CS~^ EKERC4!6 WC, t98%2013, teM:e,134.3i Ver.6,13,8.3J J Licensee : KONICKI ENGINEERING Multiple Simple Beaipn Lie. # : KW-06005194 Wood Beam Design: FB-4 Calculations per; BEAM Size: 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch 1,350.0 psi Fc-Pril 925.0psi 1,350.0 psi Fc - Perp 625,0 psi Wood Species: Fb - Tension Fb - Compr Aoolied Loads Unif Load: 0 = 0,2250, Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support Load Combinations, Major Axis Bending Wood Grade: No l Fv 170,0 psi Ebend-xx Ft 675,0 psi Eminbend - xx 1,600,0 ksi 580,0 ksi ASCE 7-10 Density 32,210 pcf L = 0.750 k/ft, Trib=1,0ft 0.504 678,60 psf 1,345,24 psi +D+L+H 0.381: 64,74 psi 170,00 psi +D+L+H E L 0,84 2,81 0,84 2,81 1 , at 3,750 ft in Span # 1 1 at 0.000 ft in Span # 1 w DID 2250)1(0.7501 7.50 n, 6x12 Max Deflections' Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.048 in Downward Total 0.063 in 0.000 in Upward Total 0,000 in 1869 >360 Total Defl Ratio 1438 >180 Wood Beam Design : FB-6 Calculations per BEAM Size : 1.75x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 iLevel Truss Joist 2600 psi Fc-Pril 2510 psi 2600 psi Fc - Perp 750 psi Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,1220, Desian Summarv Max fb/Fb Ratio = fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support Load Combinations, Major Axis Bending Wood Grade : MicroLam LVL 1,9 E Fv 285 psi Ebend-xx 1900ksi Ft 1555 psi Eminbend-xx 965,71 ksi ASCE 7^0 Density 32,21 pcf L = 0,120 k/ft, Trib=1,0ft 0.968 1 1,335,06 psi at 7,250 ft in Span # 1 1,379,02 psi +D+L+H 0.317: 1 90,23 psi at 13,340 ft in Span #1 285,00 psi +D+L+H C L U S vy E 0.88 0,87 0,88 0.87 D(0.1220jL(0.120) 7Z 14.50 fl. 1.75x14 Max Deflections Downward L+Lr+S Upwand L+Lr+S Live Load Defl Ratio 0.158 in Downward Total 0.318 in 0.000 in Upward Total 0.000 in 1102 >360 Total Defl Ratio 546 >180 Wood Beam Design : FB-8 C^culations per: BEAM Size : Wood Species : Fb - Tension Fb - Compr 925 psi 625 psi 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch 1350 psi Fc-Prll 1350 psi Fc-Perp Applied Loads Unif Load: 0 = 0.0230, L = 0.1330 k/ft, Trib= 1.0 ft Point: 0 = 0,30, L=1,0k@1,0ft Desian Summarv 0.433 1 585,09 psi at 1,000 ft in Span # 1 1,350,00 psi +D+L+H 0.397: 1 67,43 psi at 0,000 ft in Span #1 170,00 psi +D+L+H C L 0,30 1,13 0,12 0,53 Load Combinations, Major Axis Bending Wood Grade : No,1 Fv 170 psi Ebend- xx Ft 675 psi Eminbend - xx 1600 ksi 580 ksi ASCE 7-10 Density 32.21 pcf Max fb/Fb Ratio fb: Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions Left Support Right Support (k) 5,0 ft. 6x6 w Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,037 in Downward Total 0.046 in 0,000 in Upward Total 0,000 in 1633 >360 Total Defl Ratio 1309 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title; Engineer: Project Descr: Project ID: Pnnted: 29 JAN 2014, 1.47PM MultipdeiSimple Beam Lie, #: KW-06005194 nie»e:\OIGISE-lSWRCA-1\F«iZMl-4£C6 ENERCAiC, ilG. 1983-2(J13f»*lfc6.4feS^ Licensee : KONICKI ENGINEERING Wood Beam Design : FB-ig Caicuiattohs BEAM Size: 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2,0E Fb - Tension 2900 psi Fc - Pril 2900 psi Fv 290 psi Ebend- xx 2000 ksi Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016,535 ksi ASCg7-*0 Density 32,21 pcf Applied Loads Unif Load: D = 0,0340, L = 0,120 k/ft, Trib= 1.0 fl Desian Summarv Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 1 0.304 865,39 psi at 10.750 ft in Span #1 2,850,01 psi +D+L+H 0.125: 1 36,38 psi at 20,568 ft in Span # 1 290,00 psi +D+L+H D L 0,37 1,29 0.37 1,29 D(0,0340)LfO,120) 21,50fl, 5,25x11,875 sa Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,396 in Downward Total 0.508 in 0.000 in Upward Total 0.000 in 651 >360 Total Defl Ratio 507 > 180 Wood Beam Design : FB-16 Calculations BEAM Size: 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load iLevel Truss Joist Wood Species Fb - Tension 2,900.0 psi Fc - Pril Fb - Compr 2,900.0 psi Fc - Perp Applied Loads Unif Load: 0 = 0,0230, L = 0,0530 k/ft, Trib= 1,0 ft Point: 0 = 0,80, L = 1,70 k@ 29.0 ft Desian Summarv 2,900,0 psi 750.0 psi Fv Ft Combinations, Major Axis Bending Wood Grade : Parallam PSL 2,0E 290.0 psi Ebend-xx 2,000.0ksi 2,025.0 psi Eminbend-xx 1,016.54ksi ASCE7-W Density 32.21 Opcf Max fb/Fb Ratio fb: Actual: Fb: Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.363 1,031.65 psf 2,838.93 psi +D+L+H 0.226: 65,67 psi 290,00 psi +D+L+H D L 0,15 0.37 1,31 2,86 1 at 25,000 ft in Span # 1 1 at 25.000 ft in Span # 1 S W D(0 0230) L(0 0530) 4,0 ft, 5,25x11.875 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.166 in Downward Total 0.249 in -0,066 in Upward Total -0,104 in 578 >360 Total Defl Ratio 384 >180 Wood Bean Design : FB-17 l^lcubMonspir- BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Point: 0 = 2.20, Point: 0 = 1,40, Point: 0 = 0,20, Unif Load: 0 = 0.250, L Unif Load: 0 = 0,50, Lr^ 5.25x11.875, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load iLevel Truss Joist 2900 psi Fc - Pril 2900 psi Fv 2900 psi Fc - Perp 750 psi Ft Combinations, Major Axis Bending Wood Grade : Parallam PSL 2,0E 290 psi Ebend- xx 2000 ksi 2025 psi Eminbend - xx 1016,535 ksi ASCET-lO Density 32,21 pet Lr = 2.20 k@ 5,50 ft L=1,40k@6,50ft Lr = 0.30 k@ 7,50 ft 0,580 k/ft, 0,0 to 6,50 ft 0,120, L = 0,50 k/ft, 6,50 to 8.50 ft Desian Summarv Max fb/Fb Ratio fl3: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions Left Support Right Support (k) 0.509; 1 1,467,51 psi at 5,497 ft in Span # 1 2,883,29 psi +D+L+H 0.548: 1 158.93 psi at 7,537 ft in Span #1 290,00 psi +D+L+H E L Lr S W E 225 2,78 0,84 4,17 3,39 1,90 8 50 ft, 5.25x11.875 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,092 in Downward Total 0,160 in 0,000 in Upward Total 0,000 in 1105 >360 Total Defl Ratio 638 >180 Title Btock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pnnled 29 JAN 2014. 1,49PM Flese:«N6INE-f\ENfRCA-1\FARZAfM.EC6 ~k ENERC/to il*C^ 1983^^20131, BulkmX^SM, Ver.6.13.S.31 J Licensee : KONICKI ENGINEERING Multiple Simple Beam Lie, # : KW-06005194 Description : FLOOR FRAMING BEAMS Wood Bea^ Design : FB-18 Calculations per; BEAM Size : 5.25x20, Parallam, Fully Unbraced Using Allowable Stress Design wifh ASCE 7-10 Load Wood Species : iLevel Truss Joist Fb - Tension 2,900,0 psi Fc - Pril 2,900,0 psi Fv Fb - Compr 2,900,0 psi Fc - Perp 750,0 psi Ft Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E 290,0 psi Ebend-xx 2,000,0ksi 2,025,0 psi Eminbend-xx 1,016.54ksi ASCE 7-10 Density 32.210 pcf Applied Loads Point: 0 = 2,10, L = 2.10k@2.0ft Point: 0 = 1,20, L = 2,40 k @ 5,0 ft Point: 0 = 1,20, L = 2,40k@11,0ft Unif Load: D = 0,60, L = 1.40 k/ft, 0,0 to 5.0 ft Unif Load: D = 0,40, L = 0.70 k/ft, 5.0 to 11.Oft Unif Load: D = 0,60, L= 1,40 k/ft, 11,Oto 16.50ft Desian Summarv Max fb/Fb Ratio = 0.885 i fb : Actual: 2,502.70 psf Fb : Allowable : 2,829,30 psi Load Comb : +D+L+H Max fv/FvRatIo = 0.878: fv : Actual: 254,55 psi Fv : Allowable : 290,00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr Left Support 7,41 13.70 Right Support 5,79 12,10 at 8,030 ft in Span #1 at 0.000 ft in Span # 1 W D(0.40) L(0.70) 0(0.60)1(1 40) 16 5011, 5.25x20 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,353 in Downward Total 0,534 in 0,000 in Upward Total 0,000 in 560 >360 Total Defl Ratio 370 >180 Wood Beam Design: FB-24 Caicuiations BEAM Size: Wood Species: Fb - Tension Fb - Compr 925.0 psi 625,0 psi Fv Ft 6x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Douglas Fir - Larch 1,350,0 psi Fc-Prll 1,350,0 psi Fc - Perp Aoolied Loads Unif Load: D = 0,0340, L = 0,20 k/ft, Trib= 1,0 ft Point: D = 0.40, L = 0,50k@1,0ft Desian Summarv 0.497 1 671.24 psf at 1,350.00 psi +D+L+H 0.393:1 66.89 psi at 170,00 psi +D+L+H L k 0,44 1,02 0-17 0,68 Combinations, Major fiixis Bending Wood Grade: No l 170,0 psi Ebend-xx 675,0 psi Eminbend - xx 1,600,0 ksi 580.0 ksi ASCE 7-1» Density 32.21 Opcf Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 2,360 ft in Span # 1 0,000 ft in Span # 1 w P.3.*S 0(00340) 1(020) ':^^'m _£ 1 2 H Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.064 in Downward Total 0.084 in 0,000 in Upward Total 0.000 in 1132 >360 Total Defl Ratio 854 > 180 Wood Beam Design : FJ-1 Calculations BEAM Size : 1.75x14, Parallam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Wood Species : iLevel Truss Joist Fb - Tension 2,900,0 psi Fc - Pril Fb - Compr 2,900,0 psi Fc - Perp 2,900,0 psi 750.0 psi Fv Ft Combinations, Major Axis Bending Wood Grade : Parallam PSL 2,0E 290,0 psi Ebend-xx 2,000.0ksi 2,025,0 psi Eminbend - xx 1,016.54 ksi ASCE 7.10 Density 32.21 Opcf Applied Loads Unif Load: 0 = 0,0280, Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) G Left Support Right Support L = 0,080 k/ft, Trib=1,0ft = 0.587; 1,701,00 psi 2,900,00 psi +D+L+H 0.253: 73,44 psi 290,00 psi +D+L+H D L 0,34 0,98 0,34 0,98 1 at 12.250 ft in Span #1 1 at 0,000 ft in Span # 1 W * if • *• ... „ " 24,50 n, 1,75x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,815 in Downward Total 1,100 in 0,000 in Upward Total 0,000 in 360 >360 Total Defl Ratio 267 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tifle Block" selection. Title Block Line 6 Project Title; Engineer: Project Descr: Project ID: Piinteii.29JAN2014, 1 49PM Multiple Simple Beam Lie. # : KW-06005194 ENEROACfiNC^ 1983*2013, a*i((l3M3A^ J Licensee : KONICKI ENGINEERING Wood Beam Design : FJ-2 Calculations pei BEAM Size: 1.75x14, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major AMS Bending Wood Species : iLevel Truss Joist Wood Grade ; MicroLam LVL 1.9 E Fb- Fb-Tension Compr 2,600.0 psi 2,600.0 psi Fc - PrII Fc - Perp 2,510.0 psi 750,0 psi Fv Ft 285,0 psi 1,555.0 psi Ebend- xx Eminbend - 1,900,0 ksi 965.71 ksi ASCE 7-10 Density 32,210 pcf Applied Loads Unif Load: D = 0,0280, L = 0,1330 k/ft, Trib= 1,0 ft Desian Summarv Max ft)/Fb Ratio = 0.711-1 fb : Actual: 950,51 psf at 7,500 ft in Span # 1 Fb : Allowable : 1,337.48 psi Load Comb: +D+L+H Max fv/FvRatio = 0.220: 1 fv : Actual: 62,59 psi at Fv : Allowable : 285,00 psi Load Comb : +D+L+H Max Reactions (k) E L Lr Left Support 0,21 1,00 Right Support 0,21 1,00 0,000 ft in Span #1 w 0(0,0280) L(0,1330) IS?'! 15,0n, 1,75x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0,200 in Downward Total 0,242 in 0,000 in Upward Total 0,000 in 898 >360 Total Defl Ratio 742 >180 Wood Beam Design : FJ-3 BEAM Size: 1.75x14, RedLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Calculations per Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,0210, Desian Summarv Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatIo = fv: Actual: Fv: Allowable: Load Comb : Max Reactions (k) Left Support Right Support 2900 psi 2900 psi Fc - Pril Fc - Perp 2900 psi 750 psi Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2,0E Fv 290 psi Ebend-xx 2000ksi Ft 2025 psi Eminbend-xx 1016,535 ksi ASCE7-lti Density 32,21 pcf L = 0,10 k/ft, Trib= 1,0 ft 0.657 1,905,75 psi 2,900.00 psi +D+L+H 0.284: 82.28 psi 290,00 psi +D+L+H L 0.26 1,23 0,26 1.23 D 1 at 12,250 ft in Span #1 at O.OOOft in Span #1 S yy 0(0,0210) L(0,10) 24.50fl, 1,75x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 1,018 in Downward Total 1,232 in 0,000 in UpwanJ Total 0,000 in 288 <360 Total Defl Ratio 238 >180 Floor Span Tables Trus Joist • rjf> Joist Specifier's Guide 2026 • April 2005 Not all produels ate availatle in all markets. Contaci your Tnis Msl represenlaline lor inlormation. ir' I3A" fi 'W 11%" 14" TJI® 110 joists L/480 Uve Load Deflection Depth TJI® 40 PSF Uve Load /10 PSF Dead Load 12" o.e. 16" 0.0. 19.2" D.C. 24" o.c. "Vjio'PSF Live Load / 20 PSF bead Load^ 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 9Vi" 110 210 16'-5' ir-3- 15'-0" i5'-9- 14'-2" 14'-10" 13'-2" 13'-10" 16'-5' 17'-3" 15'-0" 15'-9' 13-11" 14'-10- 12'-5* 13'-8" 110 19'-6" 17'-10" 16'-10" 15'-5'n) 19'-6" 17'-3" 15'-8" 14'-0'(i) IIH" 210 20'-6" 18-8" 17'-8' 16'-5' 20'-6' ' 18'-8" 17'-3" i5'-5"ni IIH" 360 22'-ir 20'-'l1* f9'-8" 18'-4' 22'-ir 2d'-1l'V 19'-8" -17'-10"(1) 560 26'-r 23-8' 22'-4' 20'-9' 26'-r 23'-8" 22'-4-20'-9'(t) 110 22'-2' 20'-3' 18'-9' 16'-9'0) 21'-B' 1ft'-Q" 17'-1"li) 14'-7"0) 14° 210 23'-3" ' 21'-3' 20'-0'" 18'-4'ii) 23'-3" "Clo^ T8'-9"(')" 16'-2'('i 14° 360 26'-0" 23'-8" 22'-r 20'-9"(') 26'-0-22'-4"l') 17'-10"n) SSO 29'-6" 26'-10% 25'-4* 23'-6" 29'-S" • 25'-4'(i) • 20'-ir(') 210 25'-9" 23'-6" 22'-0"(') 19'-5W 25'-5" 20'-1'0) 16'-2"(ii IB" 360 28'-9" 26'-3" 24'-8"l'l 2«'-r ""26'-3'Ti) •" 22'-4'") 17'-10"l') 560 32'-8" "29'-8' " 28'-0" 25'-2-f'l 32'-r 29-8" 26'-3'f) 20'-11W -—j p- 2Vi6" v'^ra —[ 11%." 14" 16" TJI® 210 joists 1 r 27i«" I 11%" 14" 16" TJi® 360 joisls L/360 Live Load Deflection (Minimum Criteria per Code) Depth TJI® ^Q-PSF tiye Load /10 PSF Dead Load 12" o.c. 16" o.c. 19.2" B.C. 24" o.c. 914" 110 210 18'-2" 19'-i" 16'-7' 17'-5" 15'-3" 16'-6" 13' 15' 11%" 210, 21i71 22'-8" i8;-iii 20'-8' 18'-lf 15' 16 360 S60 25'-4' 28'-'llr 23.^2- "26-3- 2r-10" '24'-9'' 20'- 23' -5"(') .4"(i) ""O" 14" 110 210 360 560 23-9" 25'-81 28'i9"_ 32-8"' 20'-6' 22'-6" 26'-31 '29'-9" 18'-9" 20'-7" 24'-9W 28'-0" 16' 21' 25' •g-iD •2V) 216 27'-10* 24'-r 22'-0-(!! 16" 360 560 sr-io-29'-0'' 32'-ir 26'-10''(il_ 31'-0'(ii Ji'-' 21'' 2"5'-: SV) 40 PSF Live Load / 20 PSF Dead Load 12" o.c. 16" o.c. 19.2" o.c. 24" o.c. 17'-8' i9'-r 15'-3" 16-9" i3'-ir 15'-4' 12'-5- 13'-8" igjjr 21-10°" 17'-3' IS'-S' is'-'ir i7'-3; J3^^ '2r-mv' 'zs'-r.) 24'-r 21'-8' 23'-9'' 32-8" ir-rc) 20'-7- is'-g-ci 14'-0"(') J5'-5"('i 17'-10"(') 14'-7"0)" 16'-2-(') 17'-10"0) 20'-ir'(i) _2S';5'' 22'-0"('> 201-rn) 16'-2"n) sr-ir 2S'-mf> "22'-4"ii)" • iT'^-fo-iD 36'./" '3r-^> 26'-3'(») 20'-11''('i Long term delleclion under dead load, which includes Ihe ellect ol creep, has not been considered. BoM Italic spans relied initial dead load delleclion exceeding 0.33: (1) Web stiffeners are reguired at intermediate supports ol continuous-span Joists when the intermediate beanng length is less than 5'A' and the span on either side of the inteimediiie bearing is greater titan the Iollowing spans: TJI® 40 PSF Live Load /10 PSF Dead Load 4C PSF Live Load / 20 PSF Dead Load TJI® 12" o.c. 16" O.c. 19.Z"o.C. 24" o.c. 12" o.c. 16" O.C. ig.ro.c. 24" o.c. 110 N.A, N,A N,A 15'-4'' N.A, NA, IB'-O" 12'-9" 210 NI.A. NTA, 2V-4" "i7'-b" • fi.K. 2r-4" 17'-9" 14'-2'' 360 N,A, NA. 24'-5" 19'-6' N,A 24'-5" - 20'-4" 16'-3" 560 NA, N,A, 29-10' 23'-lb' N,A, ' 29'-10" 24'-ia" 19'-10" "1 r i%" r" '•'/vi- • 11%" — 14" 10" TJI® 560 joists How to Use These Tables 1, Determine the appropriate live load deflection criteria, 2, Identity ttie live and dead load condition, 3, Select on-center spacing, 4, Scan down the column until you meet or exceed ttie span of your application, 5, Select TJI® joist and deptti. Live load deflection Is not the only factor that affects how a floor will perform. To more accurately predict floor peiformance, use our TJ-Pro" Rating system. General Notes • Tables are based on: - Uniform loads, - More restrictive of simple or continuous span, - Clear distance between supports (1%" minimum end bearing), • Assumed composite action with a single layer ot 24" on-center span-rated, glue-nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from Trus Joist software may exceed the spans shown in these tables because software reflects actual design conditions, • For loading conditions not shown, refer lo software or to load tables on page 5, UAP ^ :^2si-i- 4-ViSC5F ^-^ Vs^/iVP?/^") prG SITJF j2€QD ^ l^i/v Frc, Si-i^F '^^TSD - I? f^^^ sj'ir <^i> ^ al-,^>o_ X /0" '1>E^ Pre? rv o o / / / / ZYtit PUhni. ^NnH^ hEOL ^ '2.1 P5F?<. ;i 27 ^ ilpsFx. J(i MWi. ut;r /Jr (=m^ ~^ /^^^ + S-R^S A lS?Sfy / 5 -f- 4^x2i5 = 37.6^ a/KF S|ft->^ r= 0 -13] ^4^'l^^i'SS 'oL^ ^ (3-2. fx = . \/ ^ PuniiL 'SS ^'^ _g672 . g^' ^ S' SL^ ./ ^(liM=- OBUC 2^uo Ft<finst_ ^ ' ^ Toyy^ee- J • j^-o" Uno UWUJC ^ h 3^ yb7if\L ^HF>^ = 4-+ 0^6 — 4'<£ /^Pecr <^T)d? 3^'^ H/6>f \^fvpo^ ^ 7 <^ ^ V; - ^ • /^(/fuFr ^ 438-'/ /'^x S^'^ ^ /t^crc-$'2_ 13.5/^8/ yneAeurK^ ^ ^uutsTZ-" ^ -Zfvo Ft<nn^ ^ 1 Sf Fl^w^A TOTAL. SVfai^ = O'^^ ^ A y/ -2^0 Pip . / -fl- t/pt<n-;=;r S5'7P^Fx /o ^ ^^^^"^ ^^^^ Ft<nn(2--TD- Fur>fve-_ ^SMUA^ (3) Pu^^ SHemz-Zr- ^ 4^ ('^F USB CAf/fay l/sB MSre4o pc<H5Y2_~-TT»—ffeffVJ^ ^fOi^Dowv/ «>TiWT?eS . 4" 5HewM_ ^ ^^<np = S^Cf PUP t;Se /L2^ Smrfiun^ (T) f jvu^) 1^ tJ5rvpuf=r^ ^ U7t?3^ PUhPiL-'To- A/gr UPUPr/r^ ir^r^eiFx )o-^l^ ^^B Mi>l^^<°^i^O'^ ^W^/r - ^ /^2>'3 PiP U%S ^ CAi>fiurf^ / ^ ^/ P^ if-i/PuPr^ 132-3 P^Fy^ -^ n<J^ (^B L^f^^^ gWGPr<UAf^ /g) Hm^ MP^^o_ Ht6K uifw?o.V = //(^ <:^:^f { -',0'*i. 2^^^iWz4v7 STTEeu 5Tr2-<r-3C s^Gy^/^i-^S/ SHEAR WALL TABLE MARK/ ALLOW SHEAR SHEARWALL MATERIAL [MAILING TOP PLATE NAILING/ SILL PLATE NAILING SILL TO FOUNDATION CONNECTION BOUNDARY MEMBER / SILL PLATE SIZE AND GRADE AT FOUNDATION A 260 PLF 3/8"APA STRUCT I SHT'G ONE FACE 8d COMMON NAILS @ 6" O.C. EDGES 12" O.C. FIELD 16d @ 6" o.c. or 1-A35@18" O.C.I 16d@6" o.c 5/8" DIAMETER BOLTS AT 32" O.C. 2x DF-L #2 OR BETTER MEMBER A 380 PLF 3/8"APA STRUCT I SHT'G ONE FACE 8d COMMON NAILS @ 4" O.C. EDGES 12" O.C. FIELD 16d@4" o.c orl-A35@ 12" o.c./ 1/4" DIA. LAG SCREWS X 8" LONG @ 12" O.C 5/8" DIAMETER BOLTS AT 32" O.C. 3x DF-L #2 OR BETTER JVIEMBER A 490 PLF 3/8"APA STRUCT I SHT'G ONE FACE 8d COMMON NAILS @ 3" O.C. EDGES 12" O.C. FIELD 16d@3" o.c. orl-A35 @ 10" o.c./ 3/8" DIA. LAG SCREWS x 8" LONG @ 12" O.C 5/8" DIAMETER BOLTS AT 24" O.C. 3x DF-L #2 OR BETTER MEMBER A 640 PLF 3/8"APA STRUCTI SHT'G ONE FACE 8d COMMON NAILS @ 2" O.C. EDGES 12" O.C. FIELD 1-A35@8" o.c./ 3/8" DIA, LAG SCREWS x 8" LONG @ 10" O.C 5/8" DIAMETER BOLTS AT 16" O.C. 3x DF-L #2 OR BETTER MEMBER NOTE: 1- STUDS® 16" O.C. 2- ALL PANEL EDGES BACKED WITH 2-rNCH NOMINAL OR WIDER FRAMING. 3- FOUNDATION SILL PLATES TO BE PRESSURE TREATED DOUGLAS FIR/LARCH #2 OR BETTER. ANCHOR BOLTS MIN. 10" IN LENGTH AT 2 x SILL PLATES AND 12" IN LENGTH AT 3 x SILL PLATES ( 7" MIN. EMBED). USE 3"x3"x0.229" PLATE WASHERS AT SILL PLATE ANCHOR BOLTS. 4 - WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 INCH NOMINAL MEMBER. LUMBER MEMBER CAPACITIES - 2005 NDS LUMBER : 6 X 6 DF-L # 1 (FLOOR BEAM) 5.5 d ;= 5.5 A:= b-d ADJUSTMENT FACTORS: Cd ;= 1.0 Cfb := 1.0 Da, := 12-L 360 ALLOWABLE STRESSES: Fv := 85 Fb := 1350 E := 1600000 bd^ 6 bd^ 12 L := 3,4..20 A = 30.3 Fpv := Fv-Cd Fpv = 85 Fpb := FbCdCfb Fpb = 1350 Wv, := Fpv-A 2 12, WbL:= Fpb-S 1.5- WdL := E I DEL 22.5'L"* WL := if (WVL < WbL,WVL,WbL) •= 'f (WdL < WL,WdL, ^L) WL := if{WL < 0,0,WL) L « WL =#/K WVL #m WbL WdL 3 1645.6 1645.6 2772.9 6694,6 4 1111.9 1111.9 1559.8 2824.3 5 839.6 839.6 998.3 1446 6 674.4 674.4 693.2 836,8 7 509.3 563.6 509.3 527 8 353 484 389.9 353 9 247.9 424,1 308.1 247,9 10 180.8 377.4 249.6 180.8 11 135.8 340 206.3 135.8 12 104.6 309.3 173.3 104.6 13 82.3 283.7 147.7 82.3 14 65.9 262 127.3 65.9 15 53.6 243,4 110.9 53.6 16 44.1 227.3 97.5 44.1 17 36.8 213.2 86.4 36.8 18 31 200.7 77 31 L= MEMBER SPAN WL: UNIFORM LOAD CAPACITY WVL: SHEAR LOAD CAPACITY WbL: BENDING LOAD CAPACITY WCIL: DEFLECTION LIMITATION (SEE ABOVE) <5 RECEIVED APR 2 3 2013 CITY OF CARLSBAD BUILDING DMSION ^7) LUMBER MEMBER CAPACITIES - 2005 NPS LUMBER : 6 X 8 DF-L # 1 (FLOOR BEAM) 5.5 d := 7.5 bd ADJUSTMENT FACTORS: Cd:= 1.0 Cfb := 1,0 DBL : ALLOWABLE STRESSES: S:= 12-L bd^ 360 Fv := 85 Fb := 1350 1600000 I := b£ 12 L:= 3,4.. 20 A = 41.3 Fpv;=Fv-Cd Fpv = 85 Fpb := Fb Cd Cfb Fpb = 1350 WVL := Fpv A i-^1.1.5 2 12, WbL := FpbS 1.5.L^ Wd, EIDaL 22.5 L* WL := if(WvL < WbL,WvL,WbL) WL := if(WdL < WL,WdL,WL) WL := if(WL < 0,0, WL) L « WL =#/« WVL m WbL WdL 3 2671,4 2671,4 5156,3 16975.3 4 1700 1700 2900.4 7161.5 5 1246.7 1246.7 1856.3 3666.7 6 984.2 984,2 1289,1 2121.9 7 813 813 947.1 1336.2 8 692.6 692.6 725,1 895.2 9 572,9 603,2 572,9 628.7 10 458.3 534,3 464.1 458.3 11 344.4 479.5 383.5 344.4 12 265.2 434.9 322.3 265.2 13 208.6 397.9 274,6 208.6 14 167 366.7 236.8 167 15 135,8 340 206.3 135.8 16 111.9 316,9 181.3 111.9 17 93.3 296,8 160,6 93.3 18 78.6 279.1 143.2 78.6 L= MEMBER SPAN WL: UNIFORM LOAD CAPACITY WVL: SHEAR LOAD CAPACITY WbL •• BENDING LOAD CAPACITY WdL: DEFLECTION LIMITATION (SEE ABOVE) LUMBER MEMBER CAPACITIES - 2005 NDS LUMBER : 6 X 10 DF-L (FLOOR BEAM) b:=5,5 d:=9.5 A:=b-d ADJUSTMENT FACTORS: Cd:= 1.0 Cfb := 1.0 Da, := S:= 12-L 360 bd^ ALLOWABLE STRESSES: Fv 85 Fb := 1350 E := 1600000 I := b^ 12 L := 3,4.. 20 A = 52.3 Fpv := Fv Cd Fpv = 85 Fpb := FbCdCfb Fpb = 1350 WVL :-Fpv-A i-^ 1-1.5 2 12, WbL:= Fpb-S 1,5-L^ WdL- EIDaL 22.5 L* WL := if(WvL < WbL,WvL,WbL) WL ;= if (WdL < WL.WdL, WL) WL := if(WL<0,0,WL) L « WL =#/tt WVL #/ft WbL WdL 3 4180 4180 8272.9 34498.9 4 2450.3 2450.3 4653.5 14554.2 5 1733.2 1733.2 2978,3 7451.8 6 1340.8 1340.8 2068,2 4312.4 7 1093.2 1093.2 1519,5 2715.7 8 922.9 922.9 1163,4 1819.3 9 798.4 798.4 919,2 1277,7 10 703.6 703.6 744,6 931.5 11 615.3 628.8 615,3 699,8 12 517.1 568.5 517,1 539 13 424 518.7 440,6 424 14 339.5 476.9 379,9 339,5 15 276 441.4 330,9 276 16 227.4 410.8 290.8 227.4 17 189.6 384.1 257 6 189 6 18 159.7 360.7 229,8 159.7 L= MEMBER SPAN WL: UNIFORM LOAD CAPACITY WVL: SHEAR LOAD CAPACITY WbL: BENDING LOAD CAPACITY WdL: DEFLECTION LIMITATION (SEE ABOVE) Title Block Line 1 You can change this area using ttie "Settings" menu item and then using ttie "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Rle=cmmE--\>tmf^H.afmm-i.m h ENERCALC. »«;.1S83-2013.Bulkt.-6.13.2.27.VefAm27 l ILic. « : KW-06005194 Licensee ; KONICKI ENGINEERING Description: FLOOR BEAMS Wcx}d Beam Design; FB-4 7^ BEAM Size . 7x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species ; iLevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2,900.0 psi Fv Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft Applied Loads Unif Load: D = 0.1620, L = Point: D = 0.30k@4.0ft Point: D = 0.30 k@ 26.0 ft Desian Summarv Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv; Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E 290.0 psi Ebend- xx 2,000.0 ksi 2,025.0 psi Eminbend - xx 1,016.54 ksi Density 32.21 Opcf 0.080 k/ft, Trib=1.0ft 0.523; 1 1,491.69 psi at 15.000 ft in Span # 1 2,854.74 psi +D+L+H 0.193:1 56.08 psi at 0.000 ft in Span # 1 290.00 psi -l-D-fL-i-H 2 L Lr S W E 2.73 1.20 2.73 1.20 D(0.1620) 1(0.080) , 1 ' ' 1 .' 1 30.0 fl, 7x14 Max Deflections Downward L-i-Lr+S 0,458 in Downward Total 1.457 in Upward L-i-Lr-i-S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 786 >360 Total Defl Ratio 247 >180 Wood Beam Design FB-2 Calculations per mS NDS, IBC 2009, CBC 2010. ASCE 7-10 BEAM Size : 6x14, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species ; Douglas Fir - Larch Fb - Tension 1,350,0 psi Fc - PrII 925.0 psi Fv Fb - Compr 1,350.0 psi Fc - Perp 625.0 psi Ft Applied Loads Unif Load: D = 0.750, L = 0.4080 k/ft, Trib= 1.0 ft Point: D = 4,0k@2.50ft Desian Summarv Combinations, Major Axis Bending Wood Grade; No l 170.0 psi Ebend-xx 1,600,0 ksi Density 32,210 pcf 675.0 psi Eminbend - xx 58O.0 ksi Max fb/Fb Ratio fb; Actual: Fb: Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable : Load Comb : Max Reactions (k) Q Left Support Right Support 0.870 1,153.28 psi 1,326.20 psi -^D-^L^-H 0.768: 130.61 psi 170,00 psi +D+L•^H L 6,01 1,73 4.36 1.73 ^at 3,230 ft in Span #1 1 at 0.000 ft in Span # 1 S w DfO.7501 UO 4080i t I* , B,50fl, 6x14 Max Deflections Downward L-^Lr-^S Upward L-fLr-i-S Live Load Defl Ratio 0.027 in Downward Total 0.114 in 0.000 In Upward Total 0.000 in 3820 >360 Total Defl Ratio 891 >180 Wood Beam Design : [FB-I Calculatfons per i805 NDS, IBC 20Q9, CBC 8010, ASCE BEAM Size: 5.25x9.5, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species : iLevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2,900.0 psi Fv Fb - Compr 2.900,0 psi Fc - Perp 750.0 psi Ft Applied Loads Unif Load: D = 0.750. L = 0.4080 k/ft, Trib= 1.0 ft Point: D = 4.0k@2.50ft Desian Summary 0.845; 1 2.439,82 psi at 3,230 ft in Span # 1 2.886 90 psi •i-D-i-L+H Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E 290.0 psi Ebend- xx 2,000,0 ksi 2,025.0 psi Eminbend-xx i,016.54 ksi Density 32,210 pcf Max fb/Fb Ratio fb : Actual: Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable ; Load Comb; Max Reactions Left Support Right Support (k) 0.711: 206,29 psi 290.00 psi -^D•^L•^H D L 6,01 1.73 4.36 1.73 1 at 0,000 ft in Span # 1 0(0,7501 L(0,40aO> •^-•:^;;l 8,60 tt, 5,25x9,5 Max Deflections Downward L-i-Lr+S Upward L-i-Lr+S Live Load Defl Ratio 0.064 in Downward Total 0.275 in 0.000 in Upward Total 0.000 In 1588 >360 Total Defl Ratio 370 >180 Title Block Une 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam Rle=c;\B«aNl*J«ji«EftttC\fi««Wl-l.fC6 b ^ ENEWGi«,C, INC. 1983-8013. Bt>lllt3|:1»4l.27.tfer:6.'l3.g.27 j |Lic. # : KW-06005194 Ucensee : KONICKI ENGINEERING Wood Beam Design: FB-S 7 Crtcula^ 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Douglas Fir - Larch Wood Grade : No.l 1,350.0 psi Fc-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: D = 0.1180 k/ft, Trib= 1.0 ft Point: D = 4.0k@1.0ft Design Summarv Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv ; Actual: Fv: Allowable: I.BOO.Oksi 580.0 ksi Density 32.210 pcf 0.548; 739.37 psi 1.348,42 psi •i-D-fH at 1.000 ft in Span #1 Load Comb: Max Reactions Left Support Right Support 0.677 115,04 psi 170.00 psi •i-D-fH : 1 (k) 3.24 1.24 at 0,000 ft in Span # 1 0(0,1180) 4,0 ft, 6x8 Max Deflections Downward L-i-Lr-i-S Upward L-i-Lr-i-S Live Load Defl Ratio 0.000 in Downward Total 0.023 In 0.000 in Upward Total 0,000 in 0 <360 Total Defl Ratio 2075 >180 Wood Beain Design : FB-I I Caiculattons pnriOOS NDS, IBC 2P(»| CSC 2010, ASCE MO BEAM Size: Wood Species: Fb - Tension Fb - Compr 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 iLevel Tmss Joist 2,900,0 psi Fc - PrII 2.900.0 psi 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Unif Load: D = 0,1620, L = 0,1330 k/ft, 0,0 ft fo 19,50 ft, Trib= 1,0 ft Point: D = 0.150k@23,0ft Point: D = 0.480 k@ 19.50 ft Point: D = 0.30 k@ 4.50 ft Desian Summarv 0.677; 1 1,608.97 psi at 2,375.83 psi +D+L-fH Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend- xx 2,000.0 ksi Ft 2,025.0 psi Eminbend-xx 1,016,54ksi Density 32,210 pcf Max fb/Fb Ratio fb : Actual: Fb: Allowable: Load Comb: Max. fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 8.370 ft in Span # 1 0.345: 1 100.11 psi at 16.920 ft in Span # 1 290.00 psi +D+L-t-H 2 L 1.59 1,19 2.50 1,40 D(0,1620l^L(O.133Ol 18,0 ft 5,0 ft, 2,6875x14 Lr Max Deflections U Downward L+Lr-hS 0.253 In Downward Total 0.556 in Upward L-i-U-i-S -0.220 In Upward Total -0.441 In Live Load Defl Ratio 544 >360 Total Defl Ratio 270 > 180 Wood Beam Destgn : pgi-i Q calculations per #» NDS, IBC 2009. CttC 2010, ASCE 7-10 , BEAM Size: 3.5x14,0, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Unif Load: D = 0.0280, Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2,0E Fv 290.0 psi Ebend-xx 2,000.0ksi Density 32.21 Opcf Ft 2,025.0 psi Eminbend-xx l,0l6.54ksi L = 0.1330 k/ft, Trib= 1,0ft Point: D = 1.40, L Point: D = 0.60, L Desian Summarv Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Maxfv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) D Left Support Right Support ^ 4.50 k@ 1.50 ft : 0.60 k@ 5,50 ft 0.671; 1,814.49 psi 2,703.29 psi -^D-^L•^H 0.813: 235.70 psi 290.00 psi •i-D+L+H L 2,00 5,88 0,55 1.81 1 at 5.525 ft in Span # 1 1 at 0.000 ft in Span # 1 W 0(0,02801 uo, 13301 19,50 ft, 3,5x14,0 Max Deflections H Downward L-i-Lr-i-S 0.524 in Downward Total 0.712 in Upward L-t-Lr-i-S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 446 >360 Total Defl Ratio 328 >180 Title Block Une 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 8 Multiple Simple Beam Lie. # : KW-06005194 File = c:«NGINE~1€NERCALCfARZAN-1EC6 i ENEflC/a-CINC. 1983-2013. BUMS.13.2.27. Ver:6.132.27 I Ucensee : KONICKI ENGINEERING Wood Beam Design : FB-9 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 BEAM Size : 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb - Tension 2.900.0 psi Fc - PrII 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Point: D = 1.0, L = 1,780 k @ 7,0 ft Unif Load: D = 0.1890, L = 0.90 k/ft, 0.0 to 9.50 fl Desian Summarv p 0.792; 1 1 2,187.41 ps( at 5.415 ft in Span #1 2,761.81 psi •t-D-i-L-i-H Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend- xx 2,000.0 ksi Ft 2.025.0 psi Eminbend-xx 1.016.54ksi Density 32.210 pcf Max fb/Fb Ratio fb : Actual: Fb: Allowable: Load Comb: Max fv/FvRatio fv: Actual: Fv: Allowable: Load Comb : Max Reactions (k) D Left Support Right Support 0(0,1690) U0.90) 0.822:1 238.35 psi at 290,00 psi -i-D-hL-i-H L Lc 1.16 4,74 1.63 5,59 8.360 ft in Span # 1 9.50 ft, 2,6875x14 w Meix Deflections Downward L-nLr+S UpwanJ L-t-Lr+S Uve Load Defl Ratio 0.167 in Downward Total 0.214 In 0,000 in Upward Total 0.000 in 681 >360 Total Defl Ratio 533 > 180 Wood Beam Design : FB-I 2 Calculations per 2005 NDS, IBC 2009, CBC 2010. ASCE 7-10 BEAM Size : 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Douglas Fir - Larch Fc - Pril Fc - Perp Wood Species: Fb - Tension Fb - Compr 925.0 psi 625,0 psi 1,350.0 psi 1,350.0 psi Applied Loads Point; D = 3,90 k@ 2,50 fl Unif Load: D = 0,1480 k/ft, 0.0 fo 2.50 ft Unif Load: 0 = 0.3760, L = 0.80 k/ft, 2.50 to 7.50 ft Desian Summarv 0.873; 1 1,174.02 psi at 3.000 ft In Span # 1 1.345.28 psi •i-D+L-fH 0.660: 1 112.12 psi at 170,00 psi +D-I-L-I-H 3 L Lr 3,54 1.33 2.62 2,67 Load Combinations. Major Axis Bending Wood Grade: No.1 Fv 170.0 psi. Ebend-xx 1,600.0ksi Ft 675,0 psi Eminbend-xx 580.0ksi Density 32.210 pcf Max fb/Fb Ratio •• fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support 0.000 ft in Span # 1 S yv 0(0.1480) 0(0 3760) L(0 801 , + » * * 7,50 ft, 6x12 Max Deflections Downward L-i-Lr-i-S Upward L-i-Lr-i-S Uve Load Defl Ratio 0.039 in Downward Total 0.105 in 0.000 in Upward Total 0.000 in 2324 >360 Total Defl Ratio 859 >180 Wood Beam Design : FB-20 Calculations per 2S05 N1^, IBC 2009, jCSBO 20t0« ASCE 7-1| BEAM Size: 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Wood Species : Douglas Fir - Larch Fb-Tension 1.000.0 psi Fc-Prll 1.500.0psi Fb - Compr 1,000,0 psi Fc - Perp 625.0 psi Applied Loads Unif Load: 0 = 0.30, L = 0,6090 k/ft. Trib= 1.0 ft Point: D = 3.0, L = 4.720 k @ 0.50 ft Point: D = 0.50k@3.0ft Desian Summarv Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable : Load Comb : Max Reactions (k) D Left Support Right Support Load Combinations. Major Axis Bending Wood Grade: No.l Fv 180.0 psi Ebend- xx Ft 675.0 psi Eminbend - xx 1,700.0 ksi 620.0 ksi Density 32.21 Opcf 1 0.881 1,054.53 psf at 1.080 ft in Span # 1 1.196.30 psi •i-D-i-L-i-H 0.635:1 114,31 psi at 3,240 ft in Span # 1 180.00 psi i-Di-L+H L Lr 3.35 5.35 1.35 1.81 0(0.30) L(0.6O9O) 4.0 It. 4x10 W Max Deflections Downward L-FU-I-S Upward L-hLr-i-S Uve Load Defl Ratio 0.019 in Downward Total 0.032 in 0.000 in Upward Total 0.000 in 2479 >360 Total Defl Ratio 1482 >180 Title Block Une 1 You can change this area using the "Settings" menu Item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beam • file = c:\El>ONE-1\EN£ftC«.afARZAN-lEC6 k ENERCAtS, WC. 1983-2013, BuHd:e.t3.2.27. Ver6.13.2i!7 | lLic.# : KW-06005194 Licensee : KONICKI ENGINEERING Wood Beam Design : FB-24 Calculafloni perils WDS, IBC 2009, CBC 2010, ASCE 7-10; BEAM Size : 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.l Fb- Fb- Tension Compr 1350 psi 1350 psi Fc- Fc- Prtl Perp 925 psi 625 psi Fv Ft 170 psi 675 psi Ebend- xx Eminbend - xx 1600 ksi 580 ksi Density 32.21 pcf Applied Loads Unif Load: D = 0,30 k/ft, Trib= 1.0 ft Point: D = 2,0. L = 3,30 k@ 1,50 ft Desian Summarv Max fb/Fb Ratio = 0.647 fb : Actual: 868.93 psf Fb : Allowable: 1,343.57 psi Load Comb: -fD+L-fH Max fv/FvRatio fv: Actual ; 1 at 2.333 ft in Span # 1 Fv: Allowable Load Comb : Max Reactions Left Support Right Support (k) Q 0.799: 1 135.77 psi at 170.00 psi -hD-i-L-i-H L Lr 3.20 2,81 1.80 0,50 0.000 ft in Span # 1 D(0.30) * .... ^ ,.. * ^uV:":."-- 2 Max Deflections Downward L-f Lr-i-S 0.048 in Downward Total 0,137 in Upward L+Lr+S 0,000 in Upward Total 0.000 in Live Load Defl Ratio 2506 >360 Total Defl Ratio 876 >180 Wood Beam Design : FB-23 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 Density 32.210 pcf BEAM Size : 5.25x14.0, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations. Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Tension 2.900,0 psi Fc - PrII 2.900.0 psi Fv 290.0 psi Ebend- xx 2.000.0 ksl Fb-Compr 2.900,0 psi Fc-Perp 750,0 psi Ft 2.025,0 psi Eminbend-xx 1.016.54ksi Applied Loads Unif Load: D = 0.20, L = 0.3620 k/ft, Trib= 1.0 ft Point: D = 0,50 k@ 11.0ft Point: D = 8,20 k@ 19,0 ft Desian Summarv fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb : Max Reactions Left Support Right Support 0.912; 1 2.609.58 ps( at 15.000 ft in Span # 1 2,860.95 psi +D+L+H 0.689:1 199.92 psi at 15,000 ft in Span * 1 290.00 psi D+L+H L 0.66 252 13.16 4.36 0(0,201 l.(0,362q 15.0 ft 4.0 ft, 5,25x14,0 (k) Q w Max Deflections Downward L+U+S Upward L+Lr+S Live Load Defl Ratio 0.144 in -0.097 in 994 >360 Downward Total Upward Total Total Defl Ratio 0.526 in -0.249 In 182 >180 Wood Beam Design : FB-27 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCB 7-10 Density 32,21 pcf BEAM Size : 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2,0E Fb - Tension 2900 psi Fc - PrII 2900 psi Fv 290 psi Ebend- xx 2000 ksl Fb-Compr 2900 psi Fc-Perp 750 psi Ft 2025 psi Eminbend-xx 1016,535 ksi Aoolied Loads Unif Load: 0 = 0.0230. L = 0,0540 k/ft, Trib= 1,0ft Point: D = 1.20 k@ 30.0 ft Desian Summarv 0.497; 1 951.49 psi at 25.000 ft in Span # 1 D(0,0230i uo,0540i 1,912.91 psi +D+L+H 0.206: 1 59.65 psi at 25,000 ft in Span # 1 290.00 psi +D+L+H L Lr S W E 0,04 0.65 1.85 0.97 Max fb/Fb Ratio •. fb: Actual: Fb : Allowable : Load Comb : Max fv/FvRatIo = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) Left Support Right Support • • w « . 1 .! ..'^1 • ,, J 25,0 ft S.O ft, 2.6876x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Uve Load Defl Ratio 0.352 in -0.202 in 594 >360 Downward Total Upward Total Total Defl Ratio 0.352 in -0.202 in 356 >180 Title Block Une 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Multiple Simple Beam Hl8=c«fraiCH|NateAU5m»ti-l.E« V k ENERCMA INC. 1983-2013, Bulkl:ei13.2.27. V/erf.13.227 'l iLic. # : KW-06005194 Licensee : KONICKI ENGINEERING 1 Description: FLOOR BEAMS Wood Beam Destgn: FB-25 s . idculationspei^iSQSNpS, 1^^ BEAM Size: 5.25x20, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species: ILevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2.900.0 psi Fb - Compr 2.900.0 psi Fc - Perp 750.0 psi Applied Loads Unif Load: D = 1.0, L= 1.294 k/ft, Trib= 1.0 ft Point: D = 2.820 k@ 2.0 ft Desian Summarv Max fb/Fb Ratio = 0.981 • 1 fb: Actual: 2.774.16 psi at 8.085 ft in Span # 1 Fb : Allowable : 2,829.29 psi Load Comb: +D+L+H Max fv/FvRatio = 0.868: 1 fv ; Actual : 251.69 psi at 0.000 ft in Span # 1 Fv : Allowable : 290.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lc S ^ £ Left Support 10.73 10.68 Right Support 8.59 10,68 Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend- xx 2,000.0 ksi Ft 2,025.0 psi Eminbend-xx 1,016.54ksi Density 32.210 pcf D(1,0) L(1 294) 16.50 ft, 5,25x20 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.310 in Downward Total 0.573 in 0.000 in Upward Total 0.000 In 638 >360 Total Defl Ratio 345 >180 Wood Beam Design : FB-26 C^cuMomp^^^^ NOS, IBC 2009» CiC 2em. A6CE 7-10 BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : Douglas Rr - Larch Fb - Tension 1.350.0 psi Fc - PrII 925,0 psi Fb - Compr 1.350.0 psi Fc - Perp 625,0 psi Applied Loads Unif Load: 0 = 0.2260 k/ft, Trib= 1.0 ft Point: D = 2.0, L = 2.30 k @ 2.50 ft Design Summarv Max fb/Fb Ratio = 0.999 • i fb: Actual: 1.343.81 psf Fb : Allowable : 1.345.59 psi Load Comb : +D+L+H Max fv/FvRatio = 0.646: fv: Actual: 109.75 psi Fv : Allowable : 170.00 psi Load Comb : +D+L+H Max Reactions (k) D L Left Support 2.37 1.62 Right Support 1.55 0.68 Load Combinations. Major Axis Bending Wood Grade: No.l Fv 170.0 psi Ebend-xx 1,600.0ksi Ft 675.0 psi Eminbend-xx 580.0ksi Density 32.21 Opcf at 2.522 ft in Span # 1 at 0.000 ft in Span # 1 yv 9^ 0(0.2260) ,- -9. •'••ii:^.-. 8.50 ft, 6x10 Max Deflections Downward L+Lr+S Upward L+U+S Live Load Defl Ratio 0 064 In Downward Total 0,162 In 0,000 In Upward Total 0.000 in 1585 >360 Total Defl Ratio 628 >180 Wood Beam Design : FB-29 (Calculations per pJOS NOS, IBC 2009, CBC 2010, ASCE 7^10 BEAM Size: 1.75x14, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb-Tension 2,600.0 psi Fc-Prll 2,510.0psi Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Applied Loads Unif Load: 0 = 0,0850, L = 0.20 k/ft, Trib= Design Summarv Load Combinations, Major Axis Bending Wood Grade : MicroLam LVL 1.9 E Fv 285.0 psi Ebend-xx 1.900.0ksi Ft 1.555.0 psi Eminbend-xx 965.71 ksl Density 32.21 Opcf 1.0ft Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatIo = fv: Actual: Fv: Allowable: Load Comb: Max Reactions Left Support Right Support (k) 0.061; 1 151.43 psf at 2.463.88 psi +D+L+H 0.067: 1 19.11 psi at 285.00 psi +D+L+H E L Lr 0.19 0.45 0.19 0.45 2.250 ft in Span # 1 0.000 ft in Span # 1 w 010,08501 L(0 20) 4,50 n, 1,75X14 Max Deflections Downward L+Lr+S 0.002 In Downward Total 0.003 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 22131 >360 Total Defl Ratio 15531 >180 Title Block Une 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Multiple Simple Beam Rle=e:\ENGINE-l«N^C»LaFftRZAN-1.EC6 | SNERC^C, INO. 1983-2013. 8uHtfS,13.2.g7, Vef:6,13.2,27 | |Lic. # ; KW-06005194 Licensee : KONICKI ENGINEERING Wood Beam Design: FB-33 Calculations per 2005 NDS, IBC 2009 CBC 2010, ASCE 7-10 1.75x14, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade: MicroLam LVL 1,9 E 2.600.0 psi Fc-Prll 2,510,0 psi Fv 285,0 psi Ebend-xx I.QOOOksi 2.600.0 psi Fc-Perp 750,0 psi Ft 1.555.0 psi Eminbend-xx 965,71 ksl BEAM Size: Wood Species; Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0.0230, L = 0.0530 k/ft, Trib= 1.0 ft Point: 0 = 1.0, L = 1,60 k @ 2.0 tt Desian Summarv 0.542; 1 978.88 psi at 1,995 ft in Span # 1 1.806.17 psi +D+L+H 0.500:1 142.38 psi at 0.000 ft in Span # 1 285.00 psi +D+L+H 3 L Lr S W E 0.90 1.51 0.45 0.91 Density 32.21 Opcf Max fb/Fb Ratio = fb: Actual: Fb: Allowable: Load Comb ; Max fv/FvRatio = fv: Actual: Fv; Allowable: Load Comb: Max Reactions (k) Left Support Right Support D(0,0230) L(0,0530) •»jM .Lai .- 10.50fl 6.0 ft, 1.75x14 Max Deflections Downward L+Lr+S 0.058 in Downward Total 0.093 in Upward L+Lr+S -0.055 in Upward Total -0.090 in Uve Load Defl Ratio 2166 >360 Total Defl Ratio 1332 >180 Wood Beam Design : FB-31 Calculatfons per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-10 7x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 iLevel Truss Joist 2.900.0 psi Fc - PrII 2.900,0 psi 2,900.0 psi Fc - Perp 750,0 psi 1,0 ft BEAM Size: Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0,1070, L = 0,2680 k/ft, Trib= Point: D=1.0, L = 1.40 k@ 28.50 ft Point: D = 2.0, L = 3.970 k @ 30.0 ft Desian Summarv Max fb/Fb Ratio = 0.787; i fb: Actual: 2.253.25 psi at 25.000 ft in Span # 1 Fb : Allowable : 2.863,92 psi Load Comb : +D+L+H Max fv/FvRatio = 0.518:1 fv : Actual; 150.21 psi at 25,000 ft in Span # 1 Fv : Allowable : 290.00 psi Load Comb : +D+L+H Max Reactions (k) Q L Lr S W E Left Support 0,74 2.23 Right Support 5.47 11.18 Load Combinations. Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend-xx 2,000.0ksi Density 32.21 Opcf Ft 2,025.0 psi Eminbend-xx 1.016,54ksi D(0,1070) L10.26BO) v'^^ ~ 25.0 ft 5.0 ft, 7x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defi Ratio 0,279 in Downward Total 0.487 in -0,037 in Upward Total -0,094 in 430 >360 Total Defl Ratio 246 >180 Wood Beam Design: FB-SO Calculations fjs-2001 NDS, IBC 2009. CBC 2010, ASCE Mt, BEAM Size : 7x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : ILevel Truss Joist Fb - Tension 2.900.0 psi Fc - Pril 2.900,0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Aoolied Loads Unif Load: 0 = 0.1070, L = 0.2680 k/ft, Trib= 1,0 ft Point: D = 0.50, L = 0,860 k @ 28.50 ft Point: D = 0.30, L = 0.350 k @ 30.0 ft Desian Summary Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend-xx 2,000.0ksi Ft 2,025,0 psi Eminbend - xx 1,016,54 ksi Density 32,21 Opcf Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb: Max fv/FvRatio = fv: Actual: Fv : Allowable; Load Comb; Max Reactions (k) Left Support Right Support 0.427- 1 l,222,32psf at 11.125ft inSpan#l 2.863.92 psi +0+L+H 0.274: 1 79.52 psi at 25.000 ft in Span # 1 290.00 psi +D+L+H D L u s vy E 1.15 3,03 2.86 6.22 0(0,1070) L(0,2680) I • ' r* 25,0 ft 5,0 ft, 7x14 Max Deflections Downward L+U+S Upward L+U+S Live Load Defl Ratio 0.571 in Downward Total 0.770 in -0 259 in Upward Total -0.326 in 464 >360 Total Defl Ratio 368 >180 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Multiple Simple Beaitt^ : File=o:«t«a«'-»R«CrW^«KJ6 ' k ENERCALJC. INC. 1983-2013. Sifflg;&1M^.iVer^.13.^^y:;l 1 Lie. # : KW-06005194 Licensee : KONICKI ENGINEERING Wood Beam Design: FB^SOA Calculations per20O5 NDS. IBC 2009, CBC 2010, ASCE 7-10 BEAM Size: 5.25x14.0, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Tension 2,900,0 psi Fc - PrII 2.900.0 psi Fv 290,0 psi Ebend- xx 2.000,0 ksi Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2.025.0 psi Eminbend-xx 1,016.54ksi Applied Loads Unif Load: D = 0.150, L = 0.220 k/ft, Trib= 1,0 ft Point: 0 = 0.30, L = 0.340 k@ 15.0 ft Point: 0 = 0.30, L = 0.760 k @ 30,0 ft Desian Summarv Density 32,21 Opcf Max fb/Fb Ratio fb: Actual: Fb: Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv: Allowable : Load Comb: Max Reactions Left Support Right Support 0.673; 1 1,901,15psi at 12,125ft in Span #1 2,823.09 psi +D+L+H 0.380: 1 110,33 psi at 25,000 ft in Span # 1 (k) 290.00 psi +D+L+H 0 L 1.86 2.62 3.24 5.08 Lr W Max Deflections Downward L+Lr+S Upward L+U+S Uve Load Defl Ratio 0.703 in -0.333 in 360 >360 Downward Total Upward Total Total Defl Ratio 1,228 in -0,609 in 196 >180 Title Block Une 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Une 6 Wood Beam ^.tf::.: ••fli'vi ;ii •••;..r|.\.;';i;:"''r''''"'''^^^WiC^""^ •••• '^^•^' ""'• . Fte=c*l«aNE-1WtCAlOTAR»t£(» .1 EHeRCAIX. ing m2Q13. at(6d:6,1U27. Vett13.237;5;j lUc. # ; KW-06005194 Licensee : KONICKI ENGINEERING Description: FB-32 CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Mettiod: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : iLevel Truss Joist Wood Grade : MicroLam LVL 1.9 E Fb-Tension 2,600.0 psi Fb - Compr 2,600.0 psi Fc-Prll 2,510.0 psi Fc-Perp 750.0 psi Fv 285.0 psi Ft 1,555.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsion buckling £; Modulus of Elasticity Ebend-xx 1,900.0ksi Eminbend - xx 965.71 ksi Densify 32.21 Opcf D(0.136) D(1.24)L(0.226) D(1) L(ag»g) L(0.204) t ' ' " \(0.226i ' ^ " ' ijlitfiiliti.''''''^ '34*- 1.75x14 Span = 10.50 ft 1.75x14 Span = 4.50 ft AppHedjyoife Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.1360 k/ft. Extent = 0.0 -» 8.0 ft, Tributary Width = 1.0 ft Point Load: 0 = 1.240 k (3! 8.0 ft Uniform Load: L = 0.2260 k/ft, Extent = 8.0 ~»10.50 ft. Tributary Width = 1,0 ft Load for Span Number 2 Uniform Load: L = 0.2260 k/ft, Extent = 0.0 -»1.50 ft, Tributary Width = 1.0 ft Point Load: D=1.0, L = 2,240 k (5! 1.50 tt Uniform Load: 0 = 0.20, L = 0,2040 k/ft. Extent = 1.50 -» 4.50 ft. Tributary Width = 1.0 ft DESIGNS&^^ARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.323 1 Maximum Shear Stress Ratio 1.75x14 Section used for this span 838.88 psi fv : Actual 2,600.00psi Fv: Allowable +0+L+H Load Combination 10.500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.008 in Ratio = 7040 -0.007 in Ratio = 18190 0.043 in Ratio = 2959 -0.003 in Ratio = 16081 Desiqn OK 0.746 : 1 1.75x14 212.65 psi 285.00 psi +D+L+H 10.500 ft Span # 1 Overall Mao(iilm Defle(^oni«Ui^^ Load Combination Span Max. •-• Defl Location in Span Load Combination Max."+" DafI Location in Span D Only 1 LOnly 2 0.0426 0,0077 5.045 2.187 DOnly 0.0000 -0.0017 0.352 0.352 Vertical Reactions - Unfactoietf 5 Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Supporl 2 Support 3 Overall MAXimum 0,693 5.972 1.056 T* n. JrOOl*t70AAU AT jy^CtfZZl 1 ^ // 53 flf 14- ^L^^ 1-33 =- S3 ^^^P 55 tup TTL- (^J+^cT) (^0^67) ^5Sftf. 0' lo O'oQ •I v.- / " =(k-^^^^c^'^^)-^^^^ r^^^' Rr-4 1^ T'L =r. /r33/|7^-40) ^ PtF •I Rr-5 \^ SPAW =: a5.-o'^ Cei^(L' U3/^= ^•4 7cjs(>sp);c|f33-Orc?^ ^-lijj R-)'4^ Title Block Line 1 @ You can change this area @ using the "Settings" menu item @ and then using the "Printing & Title Block" selection. Title Block Line 6 Multipte Simple Beam File=o:«t«3lN6-1«MERC«.CfARZAH-1.EG6 k ; : ENERGALC, I/NO. 1983-2013, SuHd;6.13.%.at Veri6.13.2,27 1 iLic, # : KW,06005194 Licensee : KONICKI ENGINEERING DescriDtion : FLOOR JOISTS Wood Beam Design : FJ-2 ;, Calculations ^aOTS NOS, IBC^a09it?BC 2010, ASCE 7-10 Density 32.210 pcf BEAM Size: 3.5x14.0, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: ILevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - PrII 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Fb-Compr 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi Applied Loads Point: 0 = 0,180 k@ 26.0 ft Point: 0 = 0.150 k@ 29.50 ft Point: 0 = 0.50 k@ 11.0 ft Unif Load: 0 = 0.0280, L = 0,080 k/ft, 0.0 to 26.0 ft Unif Load: L = 0.0530 k/ft, 14.0 to 21.0 ft Desian Summarv Max fb/Fb Ratio = 0.476 • i fb: Actual: 1,228.23 psi at 11.025 ft in Span # 1 D(0.028O) \.<BX Fb: Allowable: 2,581.96 psi . _ _ Load Comb: +D+L+H Max fv/FvRatio = 0.196:1 24.50 ft fv : Actual: 56.91 psi at 24.500 ft in Span If 1 Fv: Allowable : 290,00 psi Load Comb: +D+L+H Max Reactions (k) a L Lr S E Left Support 0,58 1.08 Right Support 0.98 1.37 1(0.05301 5,0 ft. 3,5x14,0 Max Deflections Dovwiward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.496 in -0.328 in 366 >360 Downward Total Upward Total Total Defl Ratio 0.761 in -0,463 in 258 >180 Wood Be^tn Design : FJ-3 Calculations per200SNOS, IBC 20Cp^ CBG 2010, ASCE ^Oi Density 32.210 pcf BEAM Size: 1.75x14, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade: MicroLam LVL 1.9 E Fb-Tension 2,600.0 psi Fo - PrII 2,510.0 psi Fv 285.0 psi Ebend-xx 1,900.0 ksi Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 965.71 ksi Applied Loads Unif Load: D = 0.0150, L = 0.040 k/ft, 3.50 ft to 26.0 ft, Trib= 1.0 ft Point: D = 0.080 k@ 29.50 fl Point: 0 = 0.10 k@ 26.0 ft Point: D = 0.10 k@ 3.50 ft Desian Summarv 0.956 1 804.65 psi at 11.760 ft in Span # 1 +D+L+H A • • -^aaMiti Max fb/Fb Ratio fb : Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb : Max Reactions (k) Left Support Rigtit Support 0.150: 1 42.81 psi at 24.500 ft in Span # 1 285.00 psi +D+L+H D L 0.20 0.36 0.42 0.54 0(0.01501 LI0.040I 24.50 ft 5,0 ft, 1,75x14 Lr W Max Deflections Downward L+Lr+S Upward L+Lr+S Live Load Defl Ratio 0.405 in -0.263 in 456 >360 Downward Total Upward Total Total Defl Ratio 0.539 in -0,318 in 376 >180 Title Block Line 1 You can change this area using the "Settings" menu Item and then using the "Printing & Title Block" selection. Title Block Une 6 Multiple Simple Beam : m=BSeN(»^«RCALCffARZAN-1.^^^ ENERCALCINC. 1983-20t3.BuWi|i.1«,#;%n6.13227 j |Lic. # : KW-06005194 Licensee : KONICKI ENGINEERING Wood Beam Design : FJ-3A Calculations per 2005 NDS, IBC zm, ^iC 2010, ASCE 7-10 0.040 k/ft, 3,50 to 26.0 ft BEAM Size : 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb - Tension 2,900.0 psi Fc - PrII 2,900.0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Point: 0 = 0.10 k@ 26.0 ft Point: 0 = 0.10 k@ 3.50 ft Unif Load: 0 = 0.0150, L = Desian Summarv Max fb/Fb Ratio fb : Actual: Fb : Allowable: Load Comb; Max fv/FvRatio = fv: Actual: Fv: Allowable: Load Comb: Max Reactions (k) D Left Support Right Support Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.0E Fv 290.0 psi Ebend-xx 2,000.0ksi Density 32.21 Opcf Ft 2,025.0 psi Eminbend-xx 1,016.54 ksi 0.514; 843.76 psi 1,641.50 psi +D+L+H 0.100 29.13 psi 290.00 psi +D+L+H Q L 0.27 0.46 0.26 0.44 at 15.000 ft in Span #1 : 1 at 0.000 ft in Span # 1 0(0.01501 L(0.040) 30,0 ft, 2,6875x14 k w Max Deflections H Downward L+Lr+S 0.552 in Downward Total 0,817 In Upward L+Lr+S 0.000 in Upward Total 0.000 in Uve Load Defl Ratio 652 >360 Total Defl Ratio 440 > 180 Wood Beam Design : FJ-4 AND FJ-6 Calculations pS|200S NDS, IBC 2IB09. C|C 2010, ASCE 7-1t| BEAM Size: 1.75x14, Microllam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species: iLevel Truss Joist Fb - Tension 2,600.0 psi Fc • PrII 2,510.0 psi Fb - Compr 2,600.0 psi Fc - Perp 750,0 psi Applied Loads Unif Load: 0 = 0.0230, L = 0.0530 k/ft, Trib= 1.0 fl Design Summarv 0.138 241.29 pst at 5,500 ft in Span # 1 1,742,97 psi +D+L+H 0.071: 1 20.30 psi at 0.000 ft in Span # 1 285.00 psi +D+L+H D L 0.13 0.29 0.13 0,29 Load Combinations, Major Axis Bending Wood Grade: MicroLam LVL 1,9 E Fv 285,0 psi Ebend-xx 1,900,0ksi Density 32,21 Opcf Ft 1,555.0 psi Eminbend-xx 965,71 ksi Max fb/Fb Ratio fb: Actual: Fb: Allowable: Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable: Load Comb : Max Reactions Left Support Right Support 1 0(0,02301 L(0,05301 1 V 11,0 ft, 1,75x14 (K) a w M3X D6fl6Ctions Downward L+Lr+S 0.023 in Downward Total 0.033 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Uve Load Defl Ratio 5717 >360 Total Defl Ratio 3987 >180 Wood Beam Design FJ-1 'W caiculations p«rl90S NDS, IBC 2009, CBC 2010. ASCE 740^ BEAM Size: 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Wood Species : iLevel Truss Joist Fb - Tension 2,900,0 psi Fc - PrII 2,900,0 psi Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Applied Loads Point: D = 0.180 k@ 20.0 ft Point: D = 0.150 k ©23.50 ft Point: 0 = 0.50 k@ 4.50 ft Unif Load: D = 0.0280, L = 0.080 k/ft, 0.0 to 20.0 ft Unif Load: L = 0.0530 k/ft, 8.0 to 15.C ft Desian Summarv Max fb/Fb Ratio = 0.377 • i fb : Actual: 884,02 psf at 8,603 ft in Span # 1 Fb : Allowable: 2,342.87 psi Load Comb: +D+L+H Max fv/FvRatio = 0.184: 1 fv ; Actual: 53.26 psi at 0.000 ft in Span # 1 Fv : Allowable : 290.00 psi Load Comb: +D+L+H MaxReaaions (k) D L k S W E Left Support 0,58 0,88 Right Support 0,81 1,10 Load Combinations, Major Axis Bending Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ebend-xx 2,000.0ksi Density 32.21 Opcf Ft 2,025.0 psi Eminbend-xx 1,016.54ksi Max Deflections H Downward L+Lr+S 0.230 in Downward Total 0,322 in Upward L+Lr+S -0.198 in Upward Total -0.240 in Uve Load Defl Ratio 606 >360 Total Defl Ratio 500 >180 Title Block Une 1 You can change ttiis area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Une 6 ® Multiple Simple Beam $ f*=c:\6l««»1!ett£ya.CfAR2:AN-1.6C6 1 ENERGALC, INC. 1983-2013. B^mMSM Vw^.13.2.27 „ | |Lic, # : KW-06005194 Licensee : KONICKI ENGINEERING j Wood Beam Design: FJ-4A -Calculations per 2005 NDS, IBC 2009, liK^lKOlO, ASCE 7-^. BEAM Size: 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Axis Bending Wood Species: iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2,900.0 psi 750.0 psi Fb- Fb- • Tension • Compr Applied Loads Unif Load: D = 0,0230, Desian Summarv Max fb/Fb Ratio = fb : Actual: Fb: Allowable : Load Comb: Max fv/FvRatio = fv: Actual: Fv: Allowable : Load Comb: Max Reactions (k) D Left Support Right Support 2,900.0 psi 2,900.0 psi Fc - PrII Fc - Perp Fv Ft 290.0 psi 2,025.0 psi Ebend- xx Eminbend • XX 2,000.0 ksi 1,016.54 ksl Density 32.210 pcf L = 0,0530 k/ft, Trib=1.0ft 1 0.401 779,30 psi at 12,250 ft in Span #1 1,943.60 psi +D+L+H 0.116: 1 33.65 psi at 290.00 psi +D+L+H L k 0,28 0.65 0.28 0.65 0.000 ft in Span # 1 i * . • « •••..WW .-il ' K*— 24,50 ft, 2,6875x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Uve Load Defl Ratio 0.351 in 0.000 in 836 >360 Downward Total Upward Total Total Defl Ratio 0,504 in 0,000 in 583 >180 Wood Beam Design t FJ-5 CatculaUons psg 2^ NI3S, IBC 2009, QBC 2010, ASCE T^ige 2.6875x14, Parallam, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations, Major Ms Bendinq iLevel Truss Joist Wood Grade : Parallam PSL 2.0E 2,900.0 psi Fc - PrII 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi 2,900.0 psi Fc-Perp 750.0 psi Ft 2,025.0 psi Eminbend-xx 1,016.54ksi BEAM Size : Wood Species: Fb - Tension Fb - Compr Applied Loads Unif Load: 0 = 0.0230, L = 0,0530 k/ft, Trib= 1.0 ft Point: 0 = 0,080 k@ 30.0 ft Desiqn Summarv Max fb/Fb Ratio = 0.377' 1 fb : Actual: 721,80 psf at 11,750 ft in Span # 1 Fb : Allowable : 1.912,91 psi Load Comb: +D+L+H Maxfv/FvRatio= 0.126:1 fv : Actual: 36.61 psi at 23,875 ft in Span # 1 Fv : Allowable : 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S sw E Left Support 0.26 0.64 Right Support 0.51 0.95 Density 32.210 pcf T ' w ;* t '"'V^i^ . ^<i; -4?. 5 0ft, 2,6875x14 Max Deflections Downward L+Lr+S Upward L+Lr+S Uve Load Defl Ratio 0.346 in -0,198 in 606 >360 Downward Total Upward Total Total Defl Ratio 0.473 in -0.256 in 468 >180 fVw-r Bf^7 fo^^ pro Sl-ZJF (iSQD ^ hs I$0 L^A-TlpQ FT-(g pg5f^/V ^ , ' iS^ ^ ; II sii^ mi> ^ at,^ i' ^ • V. < *^ tjrr£ML AwftLVsis Wei<b\Kr CALCuLArTiOf^ f (^t^ 1^) F^= ' 1/ ^/?b.P^ci-^- i6.c(>sF>^4.'H- W]x 4^'^ ^.3^ |6«0 PSFX r^Z-f-x: 3o^ =. 4-/^ '— id_ TTfis, T>ii^ 1^ TOTAL SH©^ = O'S*^ 5MEA<I|P^ J5£2_ -PU^ V9B CM>^UT( =: 2iQo PiF , USB Msrc^o Ftff>sa--'n)-Ptm^ koLx>e?\^ Snz^Tji^Sy ' ^ -Uo PUT H0ij>otyt^ sn^A-pTifft CAi^AWry^ -ram ^HBM.., ^ S-'^-^l'S ^ 5«'4- ^HalvJp- ^ ,^4^00 • - 34-5'6 PW= t/S^ /b> CAfiACATT^ / ^ ^,5^4-'2^0 (>iF I Tp ^sr lyp^f/v ^ •a3f'7PL^>t e ^ USF t^^TC^a 77>mL SH^T^ ^3'.^ ' /7/ use ^^<^ACXVf^ ^ou>o^ snfiA^es^ ^^Ad^^ 3f^5 . 1^ /y 10^ B9X> / W= Ho ubOiAiJ CAPf\UVi^ 3o7s^ , TWiL 2H0^ _ 4-3.5 7*ai 2><? i5f Fw_ / ^ UPup-r ^ 387^2^ P^X USB kJ>u^ ; ) - F</^ pienrfi- SHe^p^ - (^C^ ^ Pl^ l?S^ ^ CAi>Aan=: / SHEAR WALL TABLE MARK/ ALLOW SHEAR SHEARWALL MATERIAL NAILING TOP PLATE NAILING/ SILL PLATE NAILING SILL TO FOUNDATION CONNECTION BOUNDARY MEMBER/ SILL PLATE SIZE AND GRADE AT FOUNDATION 260 PLF 3/8"APA STRUCT I SHT'G ONE FACE 8d COMMON NAILS @ 6" O.C. EDGES 12" O.C. FIELD 16d @ 6" o.c. or 1-A35 @18" O.C.I I6d @ 6" o.c 5/8" DIAMETER BOLTS AT 32" O.C. 2x DF-L #2 OR BETTER MEMBER A 380 PLF 3/8" APA STRUCTI SHT'G ONE FACE 8d COMMON NAILS @ 4" O.C. EDGES 12" O.C. HELD 16d@4" o.corl-A35@ 12" o.c./1/4" DIA. LAG SCREWS X 8" LONG @ 12" O.C 5/8" DIAMETER BOLTS AT 32" O.C. 3x DF-L #2 OR BETTER MEMBER 490 PLF 3/8"APA STRUCT I SHT'G ONE FACE 8d COMMON NAILS @3"0.C. EDGES 12" O.C. HELD I6d@3" o.c. orl-A35 @ 10" o.c./3/8" DIA. LAG SCREWS x 8" LONG (Sl 12" O.C 5/8" DIAMETER BOLTS AT 24" O.C. 3x DF-L #2 OR BETTER MEMBER A 640 PLF 3/8" APA STRUCTI SHT'G ONE FACE 8d COMMON NAILS @ 2" O.C. EDGES 12" O.C. HELD 1-A35 @ 8" O.C.I 3/8" DIA. LAG SCREWS x 8" LONG @ 10" O.C 5/8" DIAMETER BOLTS AT 16" O.C. 3x DF-L #2 OR BETTER MEMBER NOTE: 1- STUDS @ 16" O.C. 2- ALL PANEL EDGES BACKED WITH 2-INCH NOMINAL OR WIDER FRAMING. 3- FOUNDATION SILL PLATES TO BE PRESSURE TREATED DOUGLAS FIR/LARCH #2 OR BETTER. ANCHOR BOLTS MIN. 10" IN LENGTH AT 2 x SILL PLATES AND 12" IN LENGTH AT 3 x SILL PLATES ( 7" MIN. EMBED). USE 3"x3"x0.229" PLATE WASHERS AT SILL PLATE ANCHOR BOLTS. 4 - WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 INCH NOMINAL MEMBER. Geotechnical • Geologic • Coastal • Environmental 5741 PalmerWay • Carisbad, California 92010 • {760)438-3155 • FAX (760) 931-0915 • www.geosoiisinccom Februarys, 2014 W.O. 6309-A2-SC NOisiAia ONiQiina avasidvo JO AIIO Golden Surf Holdings, Ltd. c/o Karnak Planning and Design P.O. Box #810 Carlsbad, California 92018 mz L 0 a3d Mr. Robert Richardson G3/\I303H Geotechnical Reviewof Architectural and Structural Plans, Proposeduarage Addition, 6798 Paseo del Norte, Carlsbad, San Diego County, California Attention: Subject: References: 1. "Architectural Plans for: Relocate Existing Garage & 2"" Dwelling Floor Addition & Roof Deck," 17 Stieets, Scales: 1 incfi = 10 feet, 1 inch = 20 feet, Vs-inch = 1 foot, and y4-inch = 1 foot, dated February 5, 2014, by Karnak Planning and Design, 2. "Structural Plans for: Golden Surf Holdings, Ltd,, Garage Addition, 6798 Paseo Del Norte, Carlsbad, California 92009," 6 sheets, y4-inch = 1 foot, dated January 21, 2014, by Konicki Engineering, Inc, 3, "Preliminary Geotechnical Evaluation, Detached Garage and Apartment Structure, 6798 Paseo del Norte, Carlsbad, San Diego County, California," W,0, 6309-AI-SC, dated April 11, 2013, by GeoSoils, Inc, Dear Mr. Richardson: In accordance with your request and the client's authorization, GeoSoils, Inc. (GSI) is providing this summary letter of our geotechnical review ofthe referenced architectural and structural plans (see References 1 and 2, respectively). The purpose of our review was to evaluate if relevant aspects of References 1 and 2 have properly incorporated the recommendations GSI provided in Reference 3. The services GSI performed forthis study included a review of the referenced documents, analysis of data, and the preparation of this summary letter. Unless specifically superseded herein, the conclusions and recommendations contained in Reference 3 are still considered valid and applicable, and should be appropriately implemented during the remainder of project development. Based on our review. References 1 and 2 are considered satisfactory from a geotechnical perspective. Should any revisions be made to References 1 and 2, following the issuance of this letter, the conclusions contained herein shall be considered invalid until the plan revisions have been reviewed and accepted by this office. <5 LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative ofthe area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed slope repair. Site conditions may vary due to seasonal changes or other factors. The conclusions and recommendations are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion ofthe project. Golden Surf Holdings, Ltd. W.O. 6309-A2-SC 6798 Paseo del Norte, Carlsbad , February 6,2014 File:e:\wp12\6300\6309a2,gro GCOSOllS, ItlC. Page 2 If you have any questions or comments regarding this letter, please do not hesitate to contact the undersigned. Respectfully submitted, GeoSolls, Inc. 1] John P. Franklin Engineering Geologist, CEG 1340 David W. Skelly / Civil Engineer, RCE 47857 an B. Boehmer Project Geologist RBB/JPF/DWS/jh Distribution: (2) Addressee (wet-signed) (1) Golden Surf Holding, Ltd., Attn: Mr. Farzan Demoubed (via email) (1) Konicki Engineering, Inc., Attn: Ms. Manisha Konicki (via email) Golden Surf Holdings, Ltd. 6798 Paseo del Norte, Carlsbad File:e:\wp12\6300\6309a2,gro GeoSoils, Inc. W.O. 6309-A2-SC February 6, 2014 Page 3 PRELIIVIINARY GEOTECHNICAL EVALUATION >RT|\ rRUCTURE, ^ C/O 2525 PIO PICO DRIVE, SUITE 102 CARLSBAD, CALIFORNIA 92008 W.O. 6309-AI-SC APRIL 11, 2013 RECEIVED FEB 0 7 2014 ?uu^^ CARLSBAD BUILDING DIVISION PC iHOCO"^ Geotechnical • Geologic • Coastal • Environmental '"41 Palmer Way - Ca,M.sbacJ, Caiifornia 9201 0 • (760)438-3155 • FAX (760) 931-0915 • www,geosoilsinc,com April 11, 2013 W.O. 6309-AI-SC Golden Surf Holdings, Ltd c/o Karnak Planning and Design, Inc. 2525 Pio Pico Drive, Suite 102 Carlsbad, California 92008 Attention: Mr. Robert Richardson Subject: Preliminary Geotechnical Evaluation, Detached Garage and Apartment Structure, 6798 Paseo Del Norte, Carlsbad, San Diego County, California Dear Mr. Richardson: In accordance with your request and Mr. Farzan Demoubed's authorization, GeoSoils, Inc. (GSI) has performed a preliminary geotechnical evaluation ofthe subject site. The purpose of our study was to evaluate the site geologic and geotechnical conditions in order to develop preliminary recommendations for earthwork and the design of foundations as they relate to the proposed detached garage and apartment structure. EXECUTIVE SUMMARY Based on our review of the available data (see Appendix A), field exploration, laboratory testing, and geologic and engineering analysis, the proposed development ofthe property appears to be feasible from a geotechnical viewpoint, provided the recommendations presented in the text of this report are properly incorporated into the design and construction of the project. The most significant elements of this study are summarized below: • Based on a review of the architectural plans prepared by Karnak Planning and Design, Inc. ([KP&D], 2013), it is our understanding that proposed development includes the removal of the existing garage and a portion of the existing driveway, and preparing the site to receive a new garage/apartment structure. The structure will be two-stories plus a roof deck and consists of a garage at the ground floor level, living space at the second floor, and a changing room and a roof deck on the third level. GSI anticipates that the proposed structure will include wood framing with a concrete slab-on-grade floor. • Soils considered unsuitable for the support of settlement-sensitive improvements (i.e., new garage/apartment structure, underground utilities, walls, pavements, etc.) and/or new engineered fill include undocumented artificial fill, Quaternary-age colluvium (topsoil), and surficial weathered Quaternary-age paralic deposits. Unweathered Quaternary-age paralic deposits are considered acceptable for the support of proposed settlement-sensitive improvements and/or new engineered fill in their existing state. Based on the available data, the thickness of unsuitable soils across the site is anticipated to range between approximately 4 and 8V2 feet. However, localized areas of thicker unsuitable soils cannot be precluded and should be anticipated. All vegetation and/or deleterious materials should be removed from the site and properly disposed of, where located within the influence of new settlement-sensitive improvements and/or planned fills. Undocumented artificial fill, colluvium, and weathered paralic deposits should be removed to expose suitable, unweathered paralic deposits prior to fill placement. The removed soils may be reused as engineered fill provided that major concentrations of vegetation and/or debris have been removed prior to their placement. It should be noted that the 2010 California Building Code ([2010 CBC], California Building Standards Commission [CBSC], 2010) indicates that remedial grading be performed across all areas under the purview of the grading permit, not just within the influence of the proposed garage/apartment structure. Relatively thick unsuitable soils may also necessitate a special zone of consideration on perimeter/confining areas. This zone would be approximately equal to the depth of removals, if removals cannot be performed onsite or offsite. Thus, any settlement-sensitive improvements, constructed within this zone may require deepened foundations, additional reinforcement, etc., or will retain some potential for settlement and associated distress. Property boundaries and/or adjacent, offsite improvements may limit the extent of remedial grading. Should unmitigated soils remain within the property boundaries or area proposed for improvements at the conclusion of grading, the potential for settlement-sensitive improvements, constructed within the influence of these soils, to experience settlement-associated distress should be anticipated and be properly disclosed to all interested/affected parties. Temporary excavations greater than 4 feet but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils, provided that groundwater and/or running sands are not present. All temporary excavations should be observed by a licensed engineering geologist or geotechnical engineer prior to worker entry. If temporary slopes conflict with property boundaries, shoring or alternating slot excavations may be necessary. The need for shoring or alternating slot excavations should be further evaluated during the grading plan review stage, but is considered likely on the eastern and northern property lines. Golden Surf Holdings, Ltd ^ W.0.6309-AI -SC File:wpi2\6300\6309al,pge GcoSollS, IllC. Page Two Atterberg Limits testing indicates that the onsite soils are non-plastic. As such, the onsite earth materials do not meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2010 CBC (CBSC, 2010). Conventional foundation systems may be used for the support of the planned structure on a preliminary basis. Soil pH, saturated resistivity, and soluble sulfate, and chloride testing was previously performed on representative samples ofthe soils located immediately to the north and east of the subject site. Testing indicates that these soils are moderately alkaline with respect to soil acidity/alkalinity, are corrosive to ferrous metals when saturated, present negligible ("not applicable") sulfate exposure to concrete (per Table 4.2.1 of ACI 318-08), and are below action levels for chlorides exposure (per State of California Department of Transportation, 2003). Additional comments and recommendations should be obtained from a qualified corrosion engineer. • Regional groundwater was not encountered during our field exploration and is not expected to be a major factor during construction of the proposed improvements. Regional groundwater is anticipated to generally be coincident with Mean Sea Level (MSL) or approximately 168 feet below the lowest existing site elevation. However, due to the nature of the site materials, seepage and/or perched groundwater conditions may develop throughout the site in the future, both during and subsequent to development, especially along boundaries of contrasting permeabilities (i.e., clayey and sandy fill lifts, fill/paralic deposit contacts, joints/fractures, discontinuities, etc.), and should be anticipated. This potential should be disclosed to all interested/affected parties. Thus, more onerous slab design is necessary for any new slab-on-grade floor (State of California, 2013). Recommendations for reducing the amount of water and/or water vapor through slab-on-grade floors are provided in the "Soil Moisture Considerations" sections of this report. It should be noted that these recommendations should be implemented ifthe transmission of water or water vapor through the slab is undesirable. Should these mitigative measures not be implemented, then the potential for water or vapor to pass through the foundations and slabs and resultant distress cannot be precluded, and would need to be disclosed to all interested/affected parties. • No landslides or adverse geologic structures, including features associated with deep-seated landslides, were encountered during ourfield exploration. In addition, a review of regional geologic maps and stereoscopic aerial photographs did not indicate the presence of landslide debris nor geomorphic expressions, suggestive of previous landsliding at the site. Further, the paralic deposits that underlie the site are typically moderately to well indurated and generally considered non-susceptible to deep-seated landslides. Therefore, it is GSI's opinion that the potential for deep-seated landslides to adversely affect the proposed development is considered low. However, the onsite earth materials are considered erosive. Thus, there is some potential for shallow, surficial slope failures to occur along graded slopes. Golden Surf Holdings, Ltd I W.0.6309-AI-SC File:wpl2\6300\6309al,pge GcoSoilS, IllC. Page Three However, provided that the recommendations in this report are incorporated into the civil engineering and landscape designs, surface runoff waters are directed away from the tops of slopes, and regular and periodic maintenance is performed, this condition would be reduced to a low potential. Our evaluation and experience with similar sites indicates that the site currently has a low potential for liquefaction, due to the relatively dense nature of the Quaternary-age paralic deposits and the depth to the regional water table below the lowest site elevation. The potential for seismic densification to affect the planned development is considered low, provided the recommendations in this report are properly followed. However, some seismic densification of the adjoining un- mitigated site(s) may adversely influence planned improvements at the perimeter of the site. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. The adverse effects of seismic shaking on the structure(s) will likely be wall cracks, some foundation/slab distress, and some seismic settlement. However, it is anticipated that the structure will be repairable in the event of the design seismic event. This potential should be disclosed to all interested/affected parties. Our evaluation indicates there are no known active faults crossing the site. In addition, other than moderate to strong seismic shaking produced from an earthquake on a nearby active fault, other geologic and secondary seismic hazards have a low potential to affect the proposed site development. Adverse geologic features that would preclude project feasibility were not encountered. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Golden Surf Holdings, Ltd , W.0.6309-AI -SC File:wpi2\6300\6309ai,pge GcoSoilSj IllC. Page Four The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of ftjrther assistance, please do not hesitate to contact any of the undersigned. Respectfully submitted, GeoSoils, inc. Ryan Boehmer Project Geologis John P. Franklin Engineering Geologi David W. _ Civil Engineer, RCE 47857 RB/JPF/DWS/ih Distribution: (4) Addressee Golden Surf Holdings, Ltd File: wp12\gaoo\63(»a1 .pge GeoSoils, Inc. W.0.63(»-A1-SC Page Five TABLE OF CONTENTS SCOPE OF SERVICES 1 SITE DESCRIPTION AND PROPOSED DEVELOPMENT 1 SITE EXPLORATION 3 REGIONAL GEOLOGY 3 SITE GEOLOGIC UNITS 5 Artificial Fill - Undocumented (Map Symbol - Afu) 5 Quaternary-age Colluvium (Not Mapped) 5 Quaternary-age Paralic Deposits (Map Symbol - Qp) 5 GEOLOGIC STRUCTURE 6 GROUNDWATER 6 MASS WASTING/LANDSLIDE SUSCEPTIBILITY 6 FAULTING AND REGIONAL SEISMICITY 7 Regional Faults 7 Local Faults 7 Seismicity 7 Seismic Shaking Parameters 8 LIQUEFACTION POTENTIAL 10 Liquefaction 10 Seismic Densification 10 Summary 11 Other Geologic/Secondary Seismic Hazards 11 LABORATORY TESTING 12 General 12 Classification 12 Moisture-Density Relations 12 Atterberg Limits 12 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides 12 Corrosion Summary 13 EMBANKMENT FACTORS (SHRINKAGE/BULKING) 13 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS 13 GeoSoils, Inc. EARTHWORK CONSTRUCTION RECOMMENDATIONS 16 General 16 Demolition/Grubbing 16 Remedial Removals (Removal of Potentially Compressible Surficial Materials). 16 Overexcavation 17 Temporary Slopes 17 Engineered Fill Placement 18 Graded Slopes 18 Import Fill Materials 18 PRELIMINARY FOUNDATION RECOMMENDATIONS 19 General 19 General Foundation Design 19 Foundation Settlement 20 PRELIMINARY FOUNDATION CONSTRUCTION RECOMMENDATIONS 20 Conventional Foundations - Expansion Index of 20 or Less with a Plasticity Index Less Than 15 21 CORROSION 22 SOIL MOISTURE TRANSMISSION CONSIDERATIONS 22 WALL DESIGN PARAMETERS 24 Conventional Retaining Walls 24 Restrained Walls 24 Cantilevered Walls 25 Seismic Surcharge 25 Retaining Wall Backfill and Drainage 26 Wall/Retaining Wall Footing Transitions 30 TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS 30 Slope Creep 30 Top of Slope Walls/Fences 31 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS 32 DEVELOPMENT CRITERIA 34 Slope Deformation 34 Slope Maintenance and Planting 34 Drainage 35 Erosion Control 35 Landscape Maintenance 36 Gutters and Downspouts 36 Subsurface and Surface Water 36 Golden Surf Holdings, LLC Table of Contents File:e:\wp12\6300\6309a,pge GeoSoUS, IllC. Page ii Site Improvements 37 Tile Flooring 37 Additional Grading 37 Footing Trench Excavation 37 Trenching/Temporary Construction Backcuts 37 Utility Trench Backfill 38 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING 38 OTHER DESIGN PROFESSIONALS/CONSULTANTS 39 PLAN REVIEW 40 LIMITATIONS 40 FIGURES: Figure 1 - Site Location Map 2 Figure 2 - Boring Location Map 4 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail 27 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain 28 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill 29 ATTACHMENTS: Appendix A - References Rear of Text Appendix B - Test Excavation Logs Rear of Text Appendix C - EQFAULT, EQSEARCH, and PHGA Rear of Text Appendix D - Laboratory Data Rear of Text Appendix E - General Earthwork, Grading Guidelines, and Preliminary Criteria... Rear of Text Golden Surf Holdings, LLC , Table of Contents File:e:\wp12\6300\6309a.pge GeoSoilS, ItlC. Page iii PRELIMINARY GEOTECHNICAL EVALUATION DETACHED GARAGE AND APARTMENT STRUCTURE, 6798 PASEO DEL NORTE CARLSBAD, SAN DIEGO COUNTY, CAUFORNIA SCOPE OF SERVICES The scope of our services has included the following: 1. Review of the available geologic and geotechnical literature for the site, including the geotechnical report for the adjacent land to the north and east (see Appendix A). 2. Geologic site reconnaissance, subsurface exploration with two exploratory borings (see Appendix B), sampling, and mapping. 3. General areal seismicity evaluation (see Appendix C). 4. Appropriate laboratory testing of representative soil samples (Appendix D). 5. Engineering and geologic analysis of data collected. 6. Preparation of this report. SITE DESCRIPTION AND PROPOSED DEVELOPMENT The subject site consists of developed residential property, located at 6798 Paseo Del Norte in the City of Carlsbad, San Diego County, California (see Figure 1, Site Location Map). The site is bounded by Camino de las Ondas to the south, by Paseo Del Norte to the west, and by vacant land to the north and east. Topographically, the site consists of relatively flat-lying to moderately sloping terrain with slope gradients on the order of 2:1(horizontal:vertical [h:v]) orfiatter. According to the 20-scale "Overal [sic] Site Plan" prepared by KP&D, 2013, elevations within the area of proposed development vary between approximately ± 168 and ± 175 feet Mean Sea Level (MSL) for an overall relief of approximately 7 feet. Existing structures include a one-story detached garage, and approximately 4-foot high retaining wall and a staircase. An existing residential structure is located immediately adjacent to the proposed development area. Portland Cement Concrete (PCC) and asphaltic concrete (AC) pavements are also present. Site vegetation consists of weeds and grasses. Site drainage is primarily directed to the northeast, east, and southeast via sheet flow runoff. Based on a conversation with the you and a review ofthe architectural plans prepared by your firm, it is our understanding that proposed development will consist of removing the existing garage structure and adjacent pavements and preparing the site for the construction of a new detached garage/apartment structure. The proposed building will GeoSoils, Inc. Base Map: TOPO!® ©2003 National Geographic, U.S.G.S Encinitas Quadrangle, Califomia - San Diego Co., 7.5 Minute, dated 1997, current, 1999. % a ! •( f I I J SITE \ \ NOTTOSCALE Base Map: Google Maps, Copynght 2013 Google, Map Data Copyright 2013 Google This Is copyrighted by Googh 2013. ft un/awfti/to cofty or reproduce all or any part thereof, whetherfor pereonai uee or resale, witHout pemisslon. All rights reserved. N W.O. 6309-A1SC S/r£ LOCATION MAP Figure 1 be three-stories, with a garage at the ground floor level, dwelling space at the second floor, and a changing room, and roof deck at the uppermost floor level. GSI anticipates that the structure will be comprised of wood-frame and/or masonry construction with a concrete slab-on-grade floor. GSI expects that minor cut and fill grading will be necessary to achieve the design grades, with maximum planned cuts and fills that are less than one foot. Sewage disposal will likely be tied into the municipal system. SITE EXPLORATION Surface observations and subsurface explorations were performed on March 6, 2013, by a representative of this office. A survey of line and grade for the subject site was not conducted by this firm at the time of our site reconnaissance. Near-surface soil and geologic conditions were evaluated with two exploratory borings, within the area of proposed development. A hand auger was used to complete the test borings. The approximate locations of the exploratory borings are shown on the Boring Location Map (see Figure 2), which uses KP&D (2013) as a base. Logs ofthe test borings are presented in Appendix B. REGIONAL GEOLOGY The subject property lies within the coastal plains physiographic region of the Peninsular Ranges Geomorphic Province of southern California. This region consists of dissected, mesa-like terraces that transition inland to rolling hills. The encompassing Peninsular Ranges Geomorphic Province is characterized as elongated mountain ranges and valleys that trend northwesterly (Norris and Webb, 1990). This geomorphic province extends from the base ofthe east-west aligned Santa Monica - San Gabriel Mountains, and continues south into Baja California. The mountain ranges within this province are underlain by basement rocks consisting of pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic (granitic) rocks. In the Southern California region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited during the Tertiary Period (Eocene-age) into the narrow, steep, coastal plain and continental margin ofthe basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits (currently termed "paralic deposits"). During mid to late Pleistocene time, this plain was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. Regional geologic mapping by Kennedy and Tan (2005) indicate the site is underlain by Quaternary-age old paralic deposits (previously termed "terrace deposits"), which are considered formational earth materials at the site. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GeoSoilS, InC. Page 3 Existing Garage to be demolished ALL LOCATIONS ARE APPROXIMATE This document or efile Is not a part of the Construction Documents and should not be relied upon as be/ng an accurate depiction of design. llf GSI LEGEND Afu — ARVnOAL HLL - UNDOCUUENm Qp — QUATERNARY PARAUC DEPOSITS, aRCUED WERE , ^ — APPROXiUATE LOCAVON OF GEOLOaC CmTACT HA-2 <g) — APPROXIUAIE LOCATION OF HAND-AUGER BORING 41^0 70=9' IWTH TOTAL DEPTH IN FEET N.tK.f. GRAPHIC SCALE 0 10 20 40 r = 20' NOT A PART OF THIS STUDY BORING LOCATION MAP Figure 2 W.0. 6309-AI-SC DATE: 04/13 SCALE: 1'-20' SITE GEOLOGIC UNITS The site geologic units encountered during our subsurface investigation and site reconnaissance included undocumented artificial fill. Quaternary-age colluvium (topsoil), and Quaternary-age paralic deposits (weathered and unweathered). The earth materials are generally described below from the youngest to the oldest. The distribution of these materials across the site is shown on Figure 1. Artificial Fill - Undocumented (Map Symbol - Afu) Undocumented artificial fill was encountered at the surface in both borings. It is likely that the undocumented fill is associated with the original grading ofthe site. Where observed, the undocumented fill consisted of a dark yellowish brown, dark reddish yellow, reddish yellow, and yellowish brown fine- to medium-grained sand with trace silt to silty sand. The fill was generally dry to wet, loose to medium dense, locally porous, and non-uniform. The thickness of the undocumented fill was on the order of 3 to 7 feet. The undocumented fill is considered unsuitable for the support of the proposed settlement-sensitive improvements (i.e. building and pavements) and new planned fill in its existing state. Removal and recompaction of these materials is recommended where settlement-sensitive improvements and new planned fill will occur within its influence. Quaternary-age Colluvium (Not Mapped) Quaternary-age colluvium (topsoil) was encountered in all ofthe test pits. The colluvium generally consisted of a brown sand with trace silt to silty sand. The colluvium was damp to wet and loose to medium dense. In general, the thickness of the colluvium was on the order of Va-foot. The colluvium is considered potentially compressible in its existing state and therefore should be removed and recompacted, if settlement-sensitive improvements and new planned fills are proposed within its influence. Quaternary-age Paralic Deposits (Map Symbol - Qp) Quaternary-age paralic deposits were encountered underlying the surficial soils in both of the borings. The upper Va- to 1 foot ofthe paralic deposits were generally weathered and consisted of adark yellowish brown sand with trace silt. The weathered paralic deposits were generally moist to wet and medium dense. Unweathered paralic deposits generally consisted of a reddish yellow sand with trace silt. The unweathered terrace deposits were moist to wet and medium dense. Surficial weathered paralic deposits are considered potentially compressible in their existing state, and therefore should be removed and recompacted if settlement-sensitive improvements and new planned fills are proposed within their influence. Unweathered paralic deposits are considered suitable for the support of settlement-sensitive improvements and new planned fill in their existing state. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GcoSollS, IttC. Page 5 GEOLOGIC STRUCTURE Based on observations of paralic deposits exposed in test excavations immediately to the north and east of the subject site (GSI, 2011), the paralic deposits are primarily thickly bedded to massive. Regionally, paralic deposit bedding is sub-horizontal to horizontal. GROUNDWATER Regional groundwater was not encountered during our current field exploration nor during field studies performed in preparation of GSI (2011). Regional groundwater is not expected to be a major factor during construction ofthe proposed structure, provided that the recommendations contained in this report are properly incorporated into final design and construction. Regional groundwater is anticipated to generally be coincident with MSL, or approximately 168 feet below the lowest existing site elevation in the area of proposed development. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. Due to the nature of the site materials, seepage and/or perched groundwater conditions may develop throughout the site in the future, both during and subsequent to development, especially along boundaries of contrasting permeabilities (i.e., sandy/clayey fill lifts, fill/paralic deposits contacts, bedding, joints/fractures, discontinuities, etc.), and should be anticipated. This potential should be disclosed to all interested/affected parties. Thus, more onerous slab design is necessary for any new slab-on-grade floor (State of California, 2013). Recommendations for reducing the amount of water and/or water vapor through slab-on-grade floors are provided in the "Soil Moisture Considerations" sections ofthis report. It should be noted that these recommendations should be implemented if the transmission of water or water vapor through the slab is undesirable. Should these mitigative measures not be implemented, then the potential for water or vapor to pass through the foundations and slabs and resultant distress cannot be precluded, and would need to be disclosed to all interested/affected parties. MASS WASTING/LANDSLIDE SUSCEPTIBILITY According to regional landslide susceptibility mapping by Tan and Giffen (1995), the site is located within landslide susceptibility Subarea 3-1 which is characterized as being "generally susceptible" to landsliding. Based on our review of Kennedy and Tan (2005), no landslide debris has been mapped within the site. In addition, GSI did not observe geomorphic expressions indicative of deep-seated landslides (i.e., hummocky terrain, scarps, etc.), during our reviewof available stereoscopic aerial photographs (United States Department of Agriculture [USDA], 1953). Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 6 Further, landslide debris or adverse geologic structure were not encountered during our recent field investigation nor field studies performed in preparation of GSI (2011). Given the above positive evidence, the moderately to well indurated nature ofthe paralic deposits that underlie the site, and the site's position with respect to any ascending or descending slopes, it is our opinion that the potential for deep-seated landslides to adversely affect the proposed development is considered low. However, the onsite earth materials are considered erosive. Thus, there is some potential for shallow, surficial slope failures to occur along graded slopes northeast and east of the proposed development site. However, provided that the recommendations in this report are incorporated into the civil engineering and landscape designs, surface runoff waters are directed away from the top ofthis slope, and regular and periodic maintenance is performed, this condition would be reduced to a low potential. FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing this site, and the site is not within an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). However, the site is situated in a region of active faulting. These include, but are not limited to: the San Andreas fault; the San Jacinto fault; the Elsinore fault; the Coronado Bank fault zone; and the Newport-Inglewood - Rose Canyon fault zone (NIRCFZ). The location of these, and other major faults relative to the site, are indicated on the California Fault Map in Appendix C. The possibility of ground acceleration, or shaking at the site, may be considered as approximately similar to the southern California region as a whole. Major active fault zones that may have a significant affect on the site, should they experience activity, are listed in Appendix C (modified from Blake, 2000a). Local Faults No faults were observed to transect the site during the field investigation nor during our review of regional geologic maps. According to Blake (2000a), the closest known active fault is the Rose Canyon fault which is located at a distance of approximately 4.6 miles (7.4 km). Seismicity The acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999) has been incorporated into EQFAULT (Blake, 2000a). EQFAULT is a computer program developed by Thomas F. Blake (2000a), which performs deterministic seismic hazard analyses using digitized California faults as earthquake sources. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad . April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, IttC. Page 7 The program estimates the closest distance between each fault and a given site. If a fault is found to be within a user-selected radius, the program estimates peak horizontal ground acceleration that may occur at the site from an upper bound (formeriy "maximum credible earthquake"), on that fault. Upper bound refers to the maximum expected ground acceleration produced from a given fault. Site acceleration (g) was computed by one user-selected acceleration-attenuation relation that is contained in EQFAULT. Based on the EQFAULT program, a peak horizontal ground acceleration from an upper bound event on the offshore segment of the Newport-Inglewood fault may be on the order of 0.66g. The computer printouts of pertinent portions ofthe EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b, updated to December 2011). This program performs a search of the historical earthquake records for magnitude 5.0 to 9.0 seismic events within a 100-kilometer radius, between the years 1800 through December 2011. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have affected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through December 2011 was about 0.34 g. A historic earthquake epicenter map and a seismic recurrence curve are also estimated/generated from the historical data. Computer printouts ofthe EQSEARCH program are presented in Appendix C. A probabilistic seismic hazards analysis was performed using the 2008 Interactive Deaggregations (Beta [2012 update]) Seismic Hazard Analysis tool available at the USGS website (https://geohazards.usgs.gov/deaggnit/2008/) which evaluates the site specific probabilities of exceedance for selected spectral periods. Based on a review of these data, and considering the relative seismic activity of the southern California region, a probabilistic horizontal ground acceleration (PHGA) of 0.50 g and 0.27 g were calculated. These values were chosen as they correspond to a 2 and 10 percent probability of exceedence in 50 years, respectively. The calculated values are within the range typical for the southern California region. Probabilistic vertical ground acceleration may be assumed as 50 percent of the PHGA. Printouts from this analysis are also included in Appendix C. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the site-specific design criteria obtained from the 2010 CBC (CBSC, 2010), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Hazard Curves and Uniform Hazard Response Spectra, provided by the United States Geologic Survey (U.S.G.S.) was utilized for seismic design values. The short spectral response utilizes a period of 0.2 seconds. This application also produces seismic hazard curves, and uniform hazard response spectra. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad GeoSoils, Inc. April 11,2013 File:e:\wp12\6300\6309a1,pge Page 8 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2010 CBC REFERENCE Site Class D Table 1613.5.2 Site Coefficient, F^ 1.0 Table 1613.5.3(1) Site Coefficient, F, 1.523 Table 1613.5.3(2) Maximum Considered Earthquake Spectral Response Acceleration (0.2 sec), S„s 1.265 Section 1613.5,3 (Eqn 16-36) Maximum Considered Earthquake Spectral Response Acceleration (1 sec), S„, 0.727 Section 1613.5.3 (Eqn 16-37) 5% Damped Design Spectral Response Acceleration (0.2 sec), S^s 0.843 Section 1613.5.4 (Eqn 16-38) 5% Damped Design Spectral Response Acceleration (1 sec), Sn, 0.485 Section 1613.5.4 (E^n 16-39]_ GENERAL SEISMIC DESIGN PARAMETERS PARAMETER VALUE Distance to Seismic Source (Newport-Inglewood fault [offshore segment]) 4.6 mi (7.4 km)''' Upper Bound Earthquake (Newport-Inglewood fault [offshore segment]) M„ 6.9'"/M„ 7.2"' Probabilistic Horizontal Ground Acceleration ([PHGA] 2%/10% probability of exceedance in 50 years, respectively).'"' 0.50g/0.27g - From Blake (2000a) - International Conference of Building Officials (ICBO, 1998) - Cao, et al. (2003) - Probabilistic Vertical Ground Acceleration may be assumed as about 50% of these values. Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur in the event of a large earthquake. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2010 CBC (CBSC, 2010) and regular maintenance and repair following locally significant seismic events (i.e., M^,5.5) will likely be necessary. Golden Surf Holdings, LLC 6798 Paseo Del Norte, Carlsbad File:e:\wp12\6300\6309a1 ,pge GeoSoils, Inc. W.O. 6309-AI-SC April 11, 2013 Page 9 LIQUEFACTION POTENTIAL Liquefaction Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to vertical deformation, lateral movement, lurching, sliding, and as a result of seismic loading, volumetric strain and manifestation in surface settlement of loose sediments, sand boils and other damaging lateral deformations. This phenomenon occurs only below the water table, but after liquefaction has developed, it can propagate upward into overlying non-saturated soil as excess pore water dissipates. One ofthe primary factors controlling the potential for liquefaction is depth to groundwater. Typically, liquefaction has a relatively low potential at depths greater than 50 feet and is unlikely and/or will produce vertical strains well below 1 percent for depths below 60 feet when relative densities are 40 to 60 percent and effective overburden pressures are two or more atmospheres (i.e., 4,232 psf [Seed, 2005]). The condition of liquefaction has two principal effects. One is the consolidation of loose sediments with resultant settlement of the ground surface. The other effect is lateral sliding. Significant permanent lateral movement generally occurs only when there is significant differential loading, such as fill or natural ground slopes within susceptible materials. No such loading conditions exist at the site. Liquefaction susceptibility is related to numerous factors and the following five conditions should be concurrently present for liquefaction to occur: 1) sediments must be relatively young in age and not have developed a large amount of cementation; 2) sediments must generally consist of medium- to fine-grained, relatively cohesionless sands; 3) the sediments must have low relative density; 4) free groundwater must be present in the sediment; and 5) the site must experience a seismic event of a sufficient duration and magnitude, to induce straining of soil particles. Only one or two of these five required conditions have the potential to affect the site simultaneously. Seismic Densification Seismic densification is a phenomenon that typically occurs in low relative density, granular soils that are above the groundwater table. These unsaturated granular soils are susceptible if left in their original density (unmitigated), and are generally dry of the optimum moisture content (as defined bythe ASTM D 1557). During seismically induced ground shaking, these natural or artificial soils deform under loading and volumetrically strain, potentially resulting in ground surface settlements. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1.pge GeoSoilS, InC. Page 10 Provided that the remedial grading recommendations included in this report are incorporated into the project, the potential for seismic densification to affect the planned improvements is considered low. However, some densification of the adjoining un-mitigated properties may influence improvements at the perimeter ofthe site. Special setbacks and/or foundations may be utilized if significant structures/improvements are placed close to the perimeter of the site. Our evaluation assumed that the current conditions will not be significantly modified by future grading at the time of the design earthquake, which is a reasonably conservative assumption. Summary It is the opinion of GSI that the susceptibility of the site to experience damaging deformations from seismically-induced liquefaction and densification is relatively low owing to the dense, nature of the paralic deposits that underlie the site in the near-surface. In addition, the recommendations for remedial earthwork and foundations would further reduce any significant liquefaction/densification potential. Some seismic densification of the adjoining un-mitigated site(s) may adversely influence planned improvements at the perimeter of the site. However, given the remedial earthwork and foundation recommendations provided herein, the potential for the planned building to be affected by significant seismic densification or liquefaction of offsite soils may be considered low. Other Geologic/Secondary Seismic Hazards The following list includes other geologic/seismic related hazards that have been considered during our evaluation ofthe site. The hazards listed are considered negligible and/or mitigated as a result of site location, soil characteristics, and typical site development procedures: • Subsidence • Dynamic Settlement • Surface Fault Rupture Ground Lurching or Shallow Ground Rupture • Tsunami • Seiche It is important to keep in perspective that in the event of an upper bound or maximum credible earthquake occurring on any ofthe nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards considered above. Following implementation of remedial earthwork and design of foundations described herein, this potential would be no greater than that for other existing structures and improvements in the immediate vicinity that comply with current and adopted building standards. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GeoSoilS, InC. Page 11 LABORATORY TESTING General Laboratory tests were performed on representative samples of the onsite earth materials in order to evaluate their physical characteristics. The test procedures used and results obtained are presented below. Classification Soils were classified visually according to the Unified Soils Classification System (Sowers and Sowers, 1979). The soil classifications are shown on the Hand-Auger Logs in Appendix B. Moisture-Density Relations The field moisture contents and dry unit weights were determined for selected, relatively undisturbed soil samples in the laboratory. Testing was performed in general accordance with ASTM D 2937 and ASTM D 2216. The dry unit weight was determined in pounds per cubic foot (pcf), and the field moisture content was determined as a percentage of the dry weight. The results of these tests are shown on the Hand-Auger Boring Logs in Appendix B. Atterberg Limits Tests were performed on a representative soil sample collected from Hand-Auger Boring HA-1 between depths of 1 and 6 feet below the surface to evaluate its liquid limit, plastic limit, and plasticity index (PI) in general accordance with ASTM D 4318. The test results indicate that the onsite soils are non-plastic. Test results are presented in Appendix D. Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides GSI previously performed saturated resistivity, pH, and soluble sulfate and chloride testing for two representative samples of near-site soils in preparation of GSI (2011). We have repeated these test result below as they are considered characteristic of the onsite soils. The results ofthe previous testing is shown in the table below. pH SATURATED SOLUBLE SOLUBLE RESISTIVITY SULFATES CHLORIDES (ohm-cm) (% by weight) (ppm) 8.11 to 8.23 1,150 to 2,100 0.0260 to 0.0340 78 to 89 Golden Surf Holdings, LLC 6798 Paseo Del Norte, Carlsbad File:e:\wp12\6300\6309a1 ,pge GeoSoils, Inc. W.O. 6309-AI-SC April 11, 2013 Page 12 Corrosion Summary The previous laboratory testing indicates that the tested samples ofthe near-site soils are moderately alkaline with respect to soil acidity/alkalinity, are corrosive to exposed, buried metals when saturated, present negligible sulfate exposure to concrete, and are below the action level for chloride exposure (per State of California Department of Transportation, 2003). Reinforced concrete mix design for foundations, slab-on-grade floors, and pavements should minimally conform to "Exposure Class Cl" in Table 4.3.1 of ACI 318-08, as concrete would likely be exposed to moisture. It should be noted that GSI does not consult in the field of corrosion engineering. Therefore, additional comments and recommendations may be obtained from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the project architect and/or structural engineer. EMBANKMENT FACTORS (SHRINKAGE/BULKING) The volume change of excavated materials upon compaction as engineered fill is anticipated to vary with material type and location. The overall earthwork shrinkage and bulking may be approximated by using the following parameters: Undocumented Artificial Fill 5% to 10% shrinkage Quaternary Colluvium 5% to 15% shrinkage Weathered Terrace Deposits 2% to 3% shrinkage or bulk Unweathered Terrace Deposits 2% to 3% shrinkage It should be noted that the above factors are estimates only, based on preliminary data. Colluvium may achieve higher shrinkage if organics or clay content is higher than anticipated. Final earthwork balance factors could vary. In this regard, it is recommended that balance areas be reserved where grades could be adjusted up or down near the completion of grading in order to accommodate any yardage imbalance for the project. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based on ourfield exploration, laboratory testing, and geotechnical engineering analysis, it is our opinion that the site appears suitable for the proposed development from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented in the following sections are properly incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the currently proposed development are: Earth materials characteristics and depth to competent bearing material. On-going corrosion potentials of site soils. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:6:\wp12\6300\6309a1,pge GeoSoilS, InC. Page 13 • Potential for perched groundwater to occur during and after development. • Non-Structural zone on un-mitigated perimeter conditions (improvements subject to distress). • Temporary slope stability. • Regional seismic activity. The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses, performed, concerning site preparation and the recommendations presented herein have been completed using the information provided and obtained during our field work. In the event that any significant changes are made to proposed site development, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the recommendations of this report are evaluated or modified in writing by this office. Foundation design parameters are considered preliminary until the foundation design, layout, and structural loads are provided to this office for review. 1. Soil engineering, observation, and testing services should be provided during earthwork to aid the contractor in removing unsuitable soils and in his effort to compact the fill. 2. Geologic observations should be performed during any grading to verify and/or further evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. 3. In general, remedial grading excavations for the removal and re-compaction of potentially compressible, near-surface soils are anticipated to be on the order of 4 to 872 feet across a majority of the site. However, local deeper remedial grading excavations cannot be precluded and should be anticipated. Remedial grading excavations should be completed below a 1:1 (h:v) projection down from the bottom, outermost edge of proposed settlement-sensitive improvements and/or limits of planned fills. 4. Atterberg Limits testing indicates that the onsite soils are non-plastic. As such, the onsite earth materials do not meet the criteria of detrimentally expansive soils as defined in Section 1803.5.2 of the 2010 CBC (CBSC, 2010). Conventional foundation systems may be used for the support of the planned structure on a preliminary basis. 5. Soil pH, saturated resistivity, soluble sulfate, and chloride testing previously performed on representative samples of soils located immediately north and east of the subject site (GSI, 2011). Testing indicates that the soils are moderately alkaline with respectto soil acidity/alkalinity, are corrosive to exposed, buried metals when saturated, possess negligible sulfate exposure to concrete, and are below the Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GeoSoilS, InC. Page 14 action level for chloride exposure (per State of California Department of Transportation, 2003). Reinforced concrete mix design for foundations, slab-on-grade floors, and pavements should minimally conform to "Exposure Class Cl" in Table 4.3.1 of ACI 318-08, as concrete would likely be exposed to moisture. GSI does not consult in corrosion engineering. Therefore, additional comments and recommendations may be obtained from a qualified corrosion engineer based on the level of corrosion protection desired or required for the project, as determined by the project architect and/or structural engineer. 6. In general and based upon the available data to date, regional groundwater is not expected to be encountered during construction ofthe proposed site improvements nor is it anticipated to adversely affect site development. However, there is potential for perched water conditions to manifest along zones of contrasting permeabilities (i.e., sandy/clayey fill lifts, fill/paralic deposit contacts, bedding, discontinuities, etc.) during and after construction. The potential for perched water to occur should be disclosed to all interested/affected parties. 7. It should be noted, that the 2010 CBC (CBSC, 2010) indicates that removals of unsuitable soils be performed across all areas to be graded, not just within the influence ofthe proposed addition. Relatively deep removals may also necessitate a special zone of consideration, on perimeter/confining areas. This zone would be approximately equal to the depth of removals, if removals cannot be performed onsite and offsite. Thus, any settlement-sensitive improvements (walls, curbs, flatwork, etc.), constructed within this zone, may require deepened foundations, reinforcements, etc., or will retain some potential for settlement and associated distress. This will require proper disclosure to all interested/affected parties, should this condition exist at the conclusion of grading. 8. Unsupported temporary excavation walls ranging between 4 and 20 feet in gross overall height should be constructed in accordance with CAL-OSHA guidelines for Type B soils, provided groundwater or running sands are not present. On a preliminary basis, unsupported temporary excavations walls may be constructed at gradients no steeperthan 1:1 (h:v) provided groundwater and/or running sands are not present. 9. The seismicity-acceleration values provided herein should be considered during the design and construction of the proposed development. 10. General Earthwork, Grading Guidelines, and Preliminary Criteria are provided at the end ofthis report as Appendix E. Specific recommendations are provided below. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad ^ April 11, 2013 File:e:\wp12\6300\6309a1.pge GeoSoilS, InC. Page 15 EARTHWORK CONSTRUCTION RECOMMENDATIONS General Remedial earthwork will be necessary for the support ofthe proposed settlement-sensitive improvements (i.e., garage/apartment structure, walls, underground utilities, pavements, etc.). Remedial grading should conform to the guidelines presented in Appendix J ofthe 2010 CBC, the requirements ofthe City of Carisbad, and the Grading Guidelines presented in Appendix E, except where specifically superceded in the text ofthis report. In case of conffict, the more onerous code or recommendations should govern. Prior to grading, a GSI representative should be present at the pre-construction meeting to provide additional grading guidelines, if needed, and review the earthwork schedule. During earthwork construction, all site preparation and the general grading procedures of the contractor should be observed and the fill selectively tested by a representative(s) of GSI. ff unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and, if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act (OSHA), and the Construction Safety Act should be met. It is the onsite general contractor's and individual subcontractors' responsibility to provide a safe working environment for our field staff who are onsite. GSI does not consult in the area of safety engineering. GSI also recommends that the contractor(s) take precautionary measures to protect work, especially during the rainy season. Failure to do so may result in additional remedial earthwork. Demolition/Grubbing 1. Vegetation, and any miscellaneous deleterious debris generated from the demolition of existing site improvements should be removed from the areas of proposed grading/earthwork. 2. Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed bythe geotechnical consultant. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent ofthe laboratory standard. Remedial Removals (Removal of Potentially Compressible Surficial Materials) Where planned fills or settlement-sensitive improvements are proposed, potentially compressible undocumented artificial fill. Quaternary colluvium, and weathered paralic deposits should be removed to expose unweathered paralic deposits. Removed soils may be reused as properiy engineered fill provided that major concentrations of organic and/or Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1.pge GeoSoilS, InC. Page 16 deleterious materials have been removed prior to placement. In general, the remedial grading excavations to removed potentially compressible soils are anticipated to be on the order of 4 to 8V2 feet across a majority of the site. However, local deeper remedial excavations cannot be precluded and should be anticipated. The removal of potentially compressible soils should be performed below a 1:1 (h:v) projection down from the bottom, outermost edge of proposed settlement-sensitive improvements and/or limits of planned fills. Once the unsuitable soils have been removed, the exposed paralic deposits should be scarified approximately 6 to 8 inches, moisture conditioned as necessary to achieve the soil's optimum moisture content and then be re-compacted to at least 90 percent of the laboratory standard prior to fill placement. All remedial removal excavations should be observed by the geotechnical consultant prior to scarification. Overexcavation In areas of the building footprint where fill/paralic deposit transition conditions occur or where planned plus remedial fills do not allow for 2 feet of engineered fill beneath the footings, the paralic deposits should be overexcavated to at least 2 feet below the lowermost foundation element (as approved by GSI field personnel) and be replaced with engineered fill compacted to at least 90 percent ofthe laboratory standard (ASTM D1557). The bottom of the overexcavation should be sloped away from the structure, preferably toward the driveway and Camino De Las Ondas, scarified at least 6 to 8 inches, moisture- conditioned as necessary to achieve the soil's optimum moisture content, and then be recompacted to at least 90 percent ofthe laboratory standard (ASTM D 1557), priorto fill placement. Overexcavation should be laterally completed to at least 5 feet outside the outermost foundation element of the structure. Overexcavations should be observed by the geotechnical consultant priorto scarification. The maximum to minimum fill thickness within the influence of the proposed structure should not exceed a ratio of 3:1 (maximum:minimum). Temporary Slopes Temporary slopes for excavations greater than 4 feet but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes, up to a maximum height of ±20 feet, may be excavated at a 1:1 (h:v) gradient, or flatter, provided groundwater and/or running sands are not exposed. Construction materials or soil stockpiles should not be placed within 'H' of any temporary slope where 'H' equals the height ofthe temporary slope. All temporary slopes should be observed by a licensed engineering geologist and/or geotechnical engineer prior to worker entry into the excavation. Based on the exposed field conditions, inclining temporary slopes to flatter gradients or the use of shoring may be necessary if adverse conditions are observed. If temporary slopes conflict with property boundaries, shoring or alternating slot excavations may be necessary. The need for shoring or alternating slot excavations could be further evaluated during the grading plan review stage, but is considered likely on the eastern and northern property lines. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 17 Engineered Fill Placement Engineered fill should be placed in thin lifts, moisture conditioned, and mixed to achieve the soil's optimum moisture content, and then be mechanically compacted to at least 90 percent ofthe laboratory standard (ASTM D 1557). Engineered ffll placement should be observed and selectively tested for moisture content and compaction by the geotechnical consultant. Graded Slopes Following the removal of the existing garage, it would appear that a new fill slope would need to be constructed north of the new garage/apartment structure, where an existing stem wall currenffy sits. Should this be the case, potentially compressible soils should be removed as described above, and a keyway should be constructed at the toe of the fill slope. The keyway should be at least 12 feet wide and expose at least 2 feet of unweathered paralic deposits at the toe edge. The bottom ofthe keyway should be sloped a minimum of 2 percent from toe to heel. As the fill slope is being constructed, all potentially compressible soils should be benched to expose unweathered paralic deposits. The fill slope should not be constructed any steeper than 2:1 (h:v) and fills should be compacted to at least 90 percent ofthe laboratory standard (ASTM D 1557), throughout, including the slope face. At this time the graded fill slopes is anticipated to be 8 feet or less in overall height and inclined at gradients no steeperthan 2:1 (h:v). It is our professional opinion thatthis slope will be grossly and surficially stable following the completion of construction provided that site drainage is directed away from the top ofthe slope and the slope face is protected with deep-rooted vegetative cover capable of surviving the prevailing climate without only the amount of irrigation water necessary to sustain plant vigor. Vegetative cover should be provided as soon as possible following slope construction. In the interim, GSI recommends the slope faces be covered with City of Carlsbad approved erosion control devices. Graded slope stability should be further evaluated during the grading plan review stage. Import Fill Materials Any import fill materials used on this project should possess an E.l. of 20 or less with a P.l. less than 15. All import fill material should be evaluated by GSI prior to placement within the site. At least three (3) business days of lead time will be necessary for the required laboratory testing. Environmental documentation for the export site should be provided for GSI review prior to importing to the site. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 18 PRELIMINARY FOUNDATION RECOMMENDATIONS General The foundation design and construction recommendations are based on our recent field observations, laboratory testing, and engineering evaluations of onsite earth materials by GSI. The following preliminary foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. Based on the available subsurface and laboratory test data, the onsite soils are not considered detrimentally expansive. Thus, specialized foundation and slab-on-grade floor design to resist expansive soil effects is not necessary at this time. Final foundation design should be based on expansion index testing performed at the conclusion of grading. This report presents minimum design criteria for the design of foundations, concrete slab-on-grade floors, and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer. Recommendations by the project's design-structural engineer or architect, which may exceed the geotechnical consultant's recommendations, should take precedence over the following minimum requirements. The foundation system recommended herein may be used to support the proposed structure provided they arefounded in compacted fill tested and approved by GSI. The proposed foundation system should be designed and constructed in accordance with the guidelines contained in the 2010 CBC. In the event that the information concerning the proposed development plan is not correct, or any changes in the design, location or loading conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. The information and recommendations presented in this section are not meant to supercede design by the project structural engineer or civil engineer specializing in structural design. Upon request, GSI could provide additional input/consultation regarding soil parameters, as they relate to foundation design. General Foundation Design 1. The foundation systems should be designed and constructed in accordance with guidelines presented in the 2010 CBC. 2. An allowable bearing value of 1,500 pounds per square foot (psf) may be used for the design of footings that maintain a minimum width of 12 inches and a minimum depth of 12 inches (belowthe lowest adjacent grade) and arefounded into properlv engineered fill. This value may be increased by 20 percent for each additional 12 inches in footing depth to a maximum value of 2,500 psf. These values may be Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GCOSOllS, InC. Page 19 increased by one-third when considering short duration seismic or wind loads. Isolated pad footings should have a minimum dimension of at least 24 inches square and a minimum embedment of 24 inches below the lowest adjacent grade into properiy engineered fill. Foundation embedment excludes any landscaped zone, topsoil/colluvium, weathered paralic deposits, concrete slabs-on-grade, and/or slab underiayment. 3. Passive earth pressure may be computed as an equivalent fluid having a density of 150 pcf, with a maximum earth pressure of 1,500 psf for footings founded into properly engineered fill. 4. For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. 5. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 6. All footing setbacks from slopes should comply with Figure 1808.7.1 of the 2010 CBC. GSI recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge ofthe footing to the slope face. 7. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel ofthe wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as described in the "Retaining Wall" section ofthis report. Foundation Settlement Provided the recommendations in this report are properly followed, foundation systems should be minimally designed to accommodate a total settlement of 2 inches and a differential settlement of at least 1 inch in a 40-foot span (angular distortion = 1/480). PRELIMINARY FOUNDATION CONSTRUCTION RECOMMENDATIONS The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. Conventional foundations may be used to support the planned residential structures provided the soils within the upper 7 feet of pad grade possess an E.l. of 20 or less and a P.l. less than 15. Golden Surf Holdings, LLC W.O. 6309-A1 SC 6798 Paseo Del Norte, Carlsbad ^ April 11, 2013 File:e:\wp12\6300\6309a1,pge GcoSoilS, InC. Page 20 Conventional Foundations - Expansion Index of 20 or Less with a Plasticity Index Less Than 15 1. Exterior and interior continuous footings should be founded into engineered fill at a minimum depth of 18 inches below the lowest adjacent grade for two supported floors. The minimum footing width of exterior and interior continuous footings should be 15 inches. Isolated, exterior column and panel pads, or wall footings, should be at least 24 inches, square, and founded at a minimum depth of 24 inches into properiy engineered fill. All footings should be minimally reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. 2. All interior and exterior column footings, and perimeter wall footings, should be tied together via grade beams in at least one direction. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of one No.4 reinforcing bar at the top, and one No.4 reinforcing bar at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 3. A grade beam, reinforced as previously recommended and at least 12 inches square, should be provided across large (garage) entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. A minimum concrete slab-on-grade thickness of 5 inches is recommended. 5. Concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18-inch on centers, in two horizontally perpendicular directions (i.e., long axis and short axis). Actual slab reinforcement should be provided bythe structural engineer based on loading and use. 6. All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement ofthe concrete. "Hooking" of reinforcement is not an acceptable method of positioning. 7. Specific slab subgrade pre-soaking is not required for these soil conditions. However, moisture conditioning the upper 12 inches ofthe slab subgrade to at least optimum moisture should be considered. 8. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557), whether the soils are to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GcoSoilS, InC. Page 21 9. Reinforced concrete mix design should conform to "Exposure Class Cl" in Table 4.3.1 of ACI-318-08 since concrete would likely be exposed to moisture. CORROSION Upon completion of grading, additional testing of soils (including import materials) for corrosion to concrete and metals should be performed priorto the construction of utilities and foundations. SOIL MOISTURE TRANSMISSION CONSIDERATIONS GSI has evaluated the potential for vapor or water transmission through the concrete floor slab, in light of typical floor coverings and improvements. Please note that slab moisture emission rates range from about 2 to 27 lbs/ 24 hours/1,000 square feet from a typical slab (Kanare, 2005), while floor covering manufacturers generally recommend about 3 lbs/24 hours as an upper limit. The recommendations in this section are not intended to preclude the transmission of water or vapor through the foundation or slabs. Foundation systems and slabs shall not allow water or water vapor to enter into the structure so as to cause damage to another building component or to limit the installation of the type of flooring materials typically used for the particular application (State of California, 2013). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration oftime between the placement of concrete, and the floor covering. It is possible that a slab moisture sealant may be needed prior to the placement of sensitive floor coverings if a thick slab-on-grade floor is used and the time frame between concrete and floor covering placement is relatively short. Considering the E.l. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: • Concrete slabs (including garage slabs) should be a minimum of 5 inches thick. • Concrete slab underiayment should consist of a 10- to 15-mil vapor retarder, or equivalent, with all laps sealed per the 2010 CBC and the manufacturer's Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GcoSoilS, InC. Page 22 recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A or B criteria (i.e., Stego Wrap or approved equivalent), and be installed in accordance with ACI 302.1 R-04 and ASTM E 1643. The 10 to 15-mil vapor retarder (ASTM E 1745 - Class A or B) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). Concrete slabs, including the garage areas, shall be underiain by 2 inches of clean, washed sand (SE >^ 30) above a 15 mil vapor retarder (ASTM E-1745 - Class A or Class B, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations ofthe manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). The manufacturer shall provide instructions for lap sealing, including minimum width of lap, method of sealing, and either supply or specify suitable products for lap sealing (ASTM E 1745), and per code. ACI 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional water from a source such as rain, curing, cutting, or cleaning. Wet cushion or sand layer has been directly linked in the past to significant lengthening of time required for a slab to reach an acceptable level of dryness for floor covering applications." Therefore, additional observation and/ortesting will be necessary for the cushion or sand layer for moisture content, and relatively uniform thicknesses, prior to the placement of concrete. The vapor retarder shall be underlain by 2 inches of sand (SE >^ 30) placed directly on the prepared, moisture conditioned, subgrade and should be sealed to provide a continuous retarder under the entire slab, as discussed above. As discussed previously, GSI indicated this layer of import sand may be eliminated below the vapor retarder, rf laboratory testing indicates that the slab subgrade soil have a sand equivalent (SE) of 30 or greater. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede Table 4.3.1 of Chapter 4 of the ACI (2008) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. Where slab water/cement ratios are as indicated herein, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 23 • The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed perthe manufactures recommendations. • Additional recommendations regarding water or vapor transmission should be provided by the architect/structural engineer/slab or foundation designer and should be consistent with the specified floor coverings indicated by the architect. Regardless ofthe mitigation, some limited moisture/moisture vapor transmission through the slab should be anticipated. Construction crews may require special training for installation of certain product(s), as well as concrete finishing techniques. The use of specialized product(s) should be approved by the slab designer and water-proofing consultant. Atechnical representative ofthe flooring contractor should reviewthe slab and moisture retarder plans and provide comment priorto the construction ofthe foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. WALL DESIGN PARAMETERS Conventional Retaining Walls The design parameters provided below assume that either non expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials (up to and including an E.l. of 20) are used to backfill the retaining walls. The type of backfill (i.e., select or native), should be specified bythe wall designer, and cleariy shown on the plans. Water-proofing should be applied to retaining walls where efflorescence and/or staining on the face ofthe retaining wall is undesired. The foundation system for retaining walls should be designed in accordance with the recommendations presented in this and preceding sections of this report, as appropriate. Footings should be embedded a minimum of 18 inches below adjacent grade into engineered fill (excluding landscape layer, 6 inches) and should be at least 24 inches in width. There should be no increase in bearing for footing width. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Restrained Walls Any retaining walls that will be restrained prior to placing and compacting backfill material or that have re-entrant or male corners, should be designed for an at-rest equivalent fluid pressure (EFP) of 55 pounds per cubic foot (pcO and 65 pcf for select and very low expansive native backfill, respectively. The design should include any applicable surcharge loading. For areas of male or re-entrant corners, the restrained wall design Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad . April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 24 should extend a minimum distance of twice the height of the wall (2H) laterally from the corner. Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 10 feet high. Design parameters for walls less than 3 feet in height may be superceded by City of Carlsbad standard design. Active earth pressure may be used for retaining wall design, provided the top ofthe wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for speciflc slope gradients of the retained material. These do not include other superimposed loading conditions due to traffic, structures, seismic events or adverse geologic conditions. When wall conflgurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. SURFACE SLOPE OF RETAINEO MATERIAL (HORIZONTAUVERTICAL) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT PRE-APPROVED BACKFILL)'^' EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE VERY LOW EXPANSIVE BACKFILU'" Level'" 2 to 1 35 50 45 60 "' - Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without a slope for a distance of 2H behind the wall. "^' - E.l. j<20, P.l. <15, SE >30, with <10% passing No. 200 sieve. '^' - E.l. <20, P.l. <15, SE >25, with 15% passinq No. 200 sieve - to be confirmed durinq construction by testinq. Seismic Surcharge For engineered retaining walls, GSI recommends that the walls be evaluated for a seismic surcharge (in general accordance with 2010 CBC requirements), should building walls be within 6 feet of ingress/egress areas. The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 15H where "H" for retained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. The resultant force should be applied at a distance 0.6 H up from the bottom ofthe footing. For the evaluation ofthe seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. For cantilevered walls the pressure should be an inverted triangular distribution using 15H. Reference for the seismic surcharge is Section 1802.2 of the 2010 CBC. Please note this is for local wall stability only. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 25 The 15H is derived from a Mononobe-Okabe solution for both restrained cantilever walls. This accounts for the increased lateral pressure due to shakedown or movement of the sand fill soil in the zone of influence from the wall or roughly a 45° - (t)/2 plane away from the back ofthe wall. The 15H seismic surcharge is derived from the formula: P, = . a,. Y,H Where: P^ = Seismic increment a^, = Probabilistic horizontal site acceleration with a percentage of "g" Y, = total unit weight (115 to 125 pcf for site soils @ 90% relative compaction. H = Height ofthe wall from the bottom ofthe footing or point of pile flxity. Retaining Wall Baclcfill and Drainage Positive drainage must be provided behind all retaining walls in the form of gravel wrapped in geofabric and outlets. A backdrain system is considered necessary for retaining walls that are 2 feet or greater in height. Details 1, 2, and 3, present the back drainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable Alter material or %-inch to 1 Va-inch gravel wrapped in approved fliter fabric (Mirafi 140 or equivalent). For low expansive backfill, the filter material should extend a minimum of 1 horizontal foot behind the base ofthe walls and upward at least 1 foot. For native backfill that has up to medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.l. potential of greater than 20 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Drain outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two outtets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backflll should be sealed by pavement or the top 18 inches compacted with native soil (E.l. :<50). Proper surface drainage should also be provided. The use of a waterstop should be considered for all concrete and masonry joints. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad ^ April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 26 structural footing or settlement-sensitive improvement (1) Waterproofing membrane CMU or reinforced-concrete wall Proposed grade sloped to drain per precise civil drawings (5) Weep hole Footing and wall design by others--:;^ Native backfill 1=1 (h:v) or flatter backcut to be properly benched (6) Footing (1) Waterproofing membrane. (2) Gravel: Clean, crushed, % to 1)^ inch. (3) Filter fabric: Mirafi 140N or approved equivalent. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient sloped to suitable, approved outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches alsove finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional) CMU or reinforced-concrete wall Structural footing or settlement-sensitive Improvement Provide surface drainage via engineered (see civil plan details) 6 inches (5) Weep hole Z ProiDosed grade sloped to drain per precise civil drawings Footing and wall design by others Native backfill 1=1 (h-v) or flatter backcut to be properly benched (6) 1 cubic foot of %-inch crushed rock (7) Footing (1) Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. (2) Drain: Miradrain 6000 or J-drain 200 or equivalent for non-waterproofed walls; Miradrain 6200 or J-drain 200 or equivalent for waterproofed walls (all perforations down). (3) Filter fabric: Mirafi 140N or approved equivalent; place fabric flap behind core. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Gravel: clean, crushed, % to 1)^ inch. (7) Footing: If bench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 (1) Waterproofing membrane CMU or reinforced-concrete wall Structural footing or settlement-sensitive improvement Provide surface drainage slope ±12 inches (5) Weep hole {Proposed grade sloped to drain per precise civil drawings Footing and wall design by others (8) Native backfill (6) Clean sand backfill 1=1 (h:v) or flatter backcut to be (3) Filter fabric properly benched (2) Gravel (4) Pipe - (7) Footing (1) Waterproofing membrane: Liquid boot or approved masticequivalent. (2) Gravel: Clean, crushed, % to lH inch. (3) Filter fabric: Mirafi 140N or approved equivalent. (4) Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforattons down). (5) Weep hole: Minimum 2-inch diameter placed at 20-foot centers along the wall and placed 3 inches above finished surface. Design civil engineer to provide drainage at toe of wall. No weep holes for below-grade walls. (6) Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densified by water jetting upon approval by geotechnical engineer. (7) Footing: If tjench is created behind the footing greater than the footing width, use level fill or cut natural earth materials. An additional "heel" drain will likely be required by geotechnical consultant. (8) Native backfill: if E.I. <21 and 8.E. >35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 Wall/Retaininq Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Although not anficlpated, should wall footings transition from cut to fill, the civil designer may specify either: a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transifion. b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side ofthe transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with aflexible, non-shrink grout. c) Embed the footings entirely into native formafional material (i.e., deepened footings). If transitions from cut to fill transect the wall footing alignment at an angle of less than 45 degrees (plan view), then the designer should follow recommendation "a" (above) and until such transition is between 45 and 90 degrees to the wall alignment. TOP-OF-SLOPE WALLS/FENCES/IMPROVEMENTS Slope Creep Some of the soils at the site may be expansive and therefore, may become desiccated when allowed to drv. Such soils are susceptible to surficial slope creep, especially with seasonal changes in moisture content. Typically in southern California, during the hot and dry summer period, these soils become desiccated and shrink, thereby developing surface cracks. The extent and depth of these shrinkage cracks depend on many factors such as the nature and expansivity of the soils, temperature and humidity, and extraction of moisture from surface soils by plants and roots. When seasonal rains occur, water percolates into the cracks and fissures, causing slope surfaces to expand, with a corresponding loss in soil density and shear strength near the slope surface. With the passage of time and several moisture cycles, the outer 3 to 5 feet of slope materials experience a very slow, but progressive, outward and downward movement, known as slope creep. For slope heights greater than 10 feet, this creep related soil movement will typically impact all rear yard flatwork and other secondary improvements that are located within about 15 feet from the top of slopes, such as swimming pools, concrete flatwork, etc., and in particular top of slope fences/walls. This influence is normally in the form of detrimental settlement, and tilting ofthe proposed improvements. The dessicaflon/swelling Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GCOSoilS, InC. Page 30 and creep discussed above confinues over the life of the improvements, and generally becomes progressively worse. Accordingly, the homeowner should be aware of this potential adverse condition. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting ofthe walls/fence with the corresponding distresses, should be expected. To mitigate the tilting of top of slope walls/fences, we recommend that the walls/fences be constructed on deepened foundafions without any consideration for creep forces, where the expansion index of the materials comprising the outer 15 feet of the slope is less than 50, or a combination of grade beam and caisson foundations, for expansion indices greater than 50 comprising the slope, with creep forces taken into account. The grade beam should be at a minimum of 12 inches by 12 inches in cross section, supported by drilled caissons, 12 inches minimum in diameter, placed at a maximum spacing of 6 feet on center, and with a minimum embedment length of 7 feet below the bottom ofthe grade beam. The strength of the concrete and grout should be evaluated by the structural engineer of record. The proper ASTM tests for the concrete and mortar should be provided along with the slump quantities. The concrete used should be appropriate to mitigate sulfate corrosion, as warranted. The design of the grade beam and caissons should be in accordance with the recommendations ofthe project structural engineer, and include the utilization of the following geotechnical parameters: Creep Zone: 5-foot vertical zone below the slope face and projected upward parallel to the slope face. Creep Load: Point of Fixity: Passive Resistance: The creep load projected on the area of the grade beam should be taken as an equivalent fluid approach, having a density of 60 pcf. For the caisson, it should be taken as a uniform 900 pounds per linear foot of caisson's depth, located above the creep zone. Located a distance of 1.5 times the caisson's diameter, below the creep zone. Passive earth pressure of 300 psf per foot of depth per foot of caisson diameter, to a maximum value of 4,500 psf may be used to determine caisson depth and spacing, provided that they meet or exceed the minimum requirements stated above. To determine the total lateral resistance, the contribution ofthe creep prone zone above the point of fixity, to passive resistance, should be disregarded. Golden Surf Holdings, LLC 6798 Paseo Del Norte, Carlsbad File:e:\wp12\6300\6309a1 ,pge GeoSoils, Inc. W.O. 6309-AI-SC April 11, 2013 Page 31 Allowable Axial Capacity: Shaft capacity : 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,500 psf on the bottom of a cleaned drilled shaft. DRIVEWAY. FLATWORK. AND OTHER IMPROVEMENTS The soil materials on site may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relafively level areas, when the soils are allowed to dry, the dessicaflon and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potenfial for distress to improvements may be reduced, but not totally eliminated. To that end, it is important that the homeowner be aware ofthis long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork, placed on engineered All or bedrock: 1. The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction, and then be presoaked to 2 to 3 percentage points above (or 125 percent of) the soils' optimum moisture content, to a depth of 18 inches below subgrade elevafion. If very low expansive soils are present, only optimum moisture content, or greater, is required and speciflc presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. 2. Concrete slabs should be cast over a non-yielding surface, consisting of a 4-inch layer of crushed rock, gravel, or clean sand, that should be compacted and level prior to pouring concrete. If very low expansive soils are present, the rock or gravel or sand may be deleted. The layer or subgrade should be wet-down completely prior to pouring concrete, to minimize loss of concrete moisture to the surrounding earth materials. 3. Exterior slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacentto all landscape areas, to help impede infiltration of landscape water under the slab. 4. The use of transverse and longitudinal control joints are recommended to help control slab cracking due to concrete shrinkage or expansion. Two ways to mitigate such cracking are: a) add a sufficient amount of reinforcing steel, increasing tensile strength of the slab; and, b) provide an adequate amount of control and/or expansion joints to accommodate anticipated concrete shrinkage and expansion. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11,2013 File:e:\wp12\6300\6309a1,pge GcoSollS, InC. Page 32 In order to reduce the potential for unsightly cracks, slabs should be reinforced at mid-height with a minimum of No. 3 bars placed at 18 inches on center, in each direction. If subgrade soils within the top 7 feet from finish grade are very low expansive soils (i.e., E.l. <20), then 6x6-W1.4xW1.4 welded-wire mesh may be substituted for the rebar, provided the reinforcement is placed on chairs, at slab mid-height. The exterior slabs should be scored or saw cut, Va to % inches deep, often enough so that no secfion is greater than 10 feet by 10 feet. For sidewalks or narrow slabs, control joints should be provided at intervals of every 6 feet. The slabs should be separated from the foundations and sidewalks with expansion joint filler material. 5. No traffic should be allowed upon the newly poured concrete slabs until they have been properly cured to within 75 percent of design strength. Concrete compression strength should be a minimum of 2,500 psi. 6. Driveways, sidewalks, and patio slabs adjacent to the house should be separated from the house with thick expansion joint filler material. In areas directly adjacent to a continuous source of moisture (i.e., irrigation, planters, etc.), all joints should be additionally sealed with flexible mastic. 7. Planters and walls should not be fied to the house. 8. Overhang structures should be supported on the slabs, or structurally designed with confinuous foofings fied in at least two direcfions. If very low expansion soils are present, footings need only be tied in one direcfion. 9. Any masonry landscape walls that are to be constructed throughout the property should be grouted and articulated in segments no more than 20 feet long. These segments should be keyed or doweled together. 10. Utilifies should be enclosed within a closed ufilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. 11. Positive site drainage should be maintained at all times. Finish grade on the lots should provide a minimum of 1 to 2 percent fall to the street, as indicated herein, tt should be kept in mind that drainage reversals could occur, including post-construction settlement, if relatively flat yard drainage gradients are not periodically maintained by the homeowner. 12. Air conditioning (A/C) units should be supported by slabs that are incorporated into the building foundation or constructed on a rigid slab with flexible couplings for plumbing and electrical lines. /VC waste water lines should be drained to a suitable non-erosive outlet. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad ^ April 11, 2013 File:e:\wp12\6300\6309a1.pge GcoSoilS, InC. Page 33 13. Shrinkage cracks could become excessive if proper flnishing and curing practices are not followed. Finishing and curing practices should be performed per the Portland Cement Association Guidelines. Mix design should incorporate rate of curing for climate and time of year, sulfate content of soils, corrosion potential of soils, and fertilizers used on site. DEVELOPMENT CRITERIA Siope Deformation Compacted fill slopes designed using customary factors of safety for gross or surficial stability and constructed in general accordance with the design speciflcations should be expected to undergo some differential vertical heave or settlement in combinafion with differential lateral movement in the out-of-slope direction, after grading. This post-construction movement occurs in two forms: slope creep, and lateral fill extension (LFE). Slope creep is caused by alternate wetting and drying ofthe fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life ofthe slope, and is anficlpated to potentially affect improvements or structures (e.g., separations and/or cracking), placed near the top-of-slope, up to a maximum distance of approximately 15 feet from the top-of-slope, depending on the slope height. This movement generally results in rotafion and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigafion and rainfall on slopes comprised of expansive materials. Although some movement should be expected, long-term movement from this source may be minimized, but not eliminated, by placing the fill throughout the slope region, wet ofthe fill's opfimum moisture content. It is generally not practical to attempt to eliminate the effects of either slope creep or LFE. Suitable mitigative measures to reduce the potential of lateral deformation typically include: setback of improvements from the slope faces (per the 2010 CBC), positive structural separafions (i.e., joints) between improvements, and stiffening and deepening of foundafions. Expansion joints in walls should be placed no greater than 20 feet on-center, and in accordance with the structural engineer's recommendations. All of these measures are recommended for design of structures and improvements. The ramificafions of the above condifions, and recommendations for mitigafion, should be provided to all interested/affected parties. Slope Maintenance and Planting Water has been shown to weaken the inherent strength of all earth materials. Slope stability is signiflcantly reduced by overly wet conditions. Positive surface drainage away from slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over-watering should be avoided as it adversely affects site improvements, and causes perched groundwater condifions. Graded Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad , April 11, 2013 File:e:\wp12\6300\6309a1,pge GeoSOllS, InC. Page 34 slopes constructed utilizing onsite materials would be erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Compaction to the face of fill slopes would tend to minimize short-term erosion until vegetation is established. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Jute-type matting or other fibrous covers may aid in allowing the establishment of a sparse plant cover. Utilizing plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. Irrigation of natural (ungraded) slope areas is generally not recommended. These recommendafions regarding plant type, irrigafion practices, and rodent control should be provided to all interested/affected parties. Over-steepening of slopes should be avoided during building construcfion activifies and landscaping. Drainage Adequate surface drainage is a very important factor in reducing the likelihood of adverse performance of foundations, hardscape, and slopes. Surface drainage should be sufficient to mitigate ponding of water anywhere on the property, and especially near structures and tops of slopes. Surface drainage should be carefully taken into considerafion during fine grading, landscaping, and building construcfion. Therefore, care should be taken that future landscaping or construcfion activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and tops of slopes, and not allowed to pond and/or seep into the ground. In general, site drainage should conform to Secfion 1804.3 of the 2010 CBC. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Building pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anficlpated. Minimizing irrigafion will lessen this potenfial. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad GeoSoils, Inc. April 11,2013 File:e:\wp12\6300\6309a1,pge Page 35 Landscape Maintenance Only the amount of irrigafion necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed-bottom type planters could be ufilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture barrier to prevent penetration of irrigafion water into the subgrade. Provisions should be made to drain the excess irrigafion water from the planters without saturating the subgrade below or adjacent to the planters. Graded slope areas should be planted with drought resistant vegetation. Considerafion should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. Ifthe surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compacfion. Gutters and Downspouts As previously discussed in the drainage secfion, the installafion of gutters and downspouts should be considered to collect roof water that may othenwise infiltrate the soils adjacent to the structures. If utilized, the downspouts should be drained into PVC collector pipes or other non-erosive devices (e.g., paved swales or ditches; below grade, solid tight-lined PVC pipes; etc.), that will carry the water away from the house, to an appropriate oufiet, in accordance with the recommendations of the design civil engineer. Downspouts and gutters are not a requirement; however, from a geotechnical viewpoint, provided that positive drainage is incorporated into project design (as discussed previously). Subsurface and Surface Water Subsurface and surface water are not anficlpated to affect site development, provided that the recommendafions contained in this report are incorporated into final design and construcfion and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage condifions, or damaged utilifies, and should be anficlpated. Should perched groundwater conditions develop, this office could assessthe affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater condifions may change with the introduction of irrigafion, rainfall, or other factors. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad GeoSoilS, InC. April 11,2013 File:e;\wp12\6300\6309a1,pge Page 36 Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendafions concerning the geological or geotechnical aspects of design and construction of said improvements could be provided upon request. Pools and/or spas should not be constructed without speciflc design and construction recommendations from GSI, and this construction recommendation should be provided to all interested/affected parties. This office should be notified in advance of any fill placement, grading ofthe site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills, flatwork, etc. Tile Flooring Tile flooring can crack, reflecting cracks in the concrete slab below the tile, although small cracks in a conventional slab may not be significant. Therefore, the designer should consider additional steel reinforcement for concrete slabs-on-grade where tile will be placed. The file installer should consider installafion methods that reduce possible cracking of the tile such as slipsheets. Slipsheets or a vinyl crack isolation membrane (approved by the Tile Council of America/Ceramic Tile Institute) are recommended between tile and concrete slabs on grade. Additional Grading This office should be notified in advance of any fill placement, supplemental regrading of the site, or trench backfilling after rough grading has been completed. This includes completion of grading in the street, driveway approaches, driveways, parking areas, and utility trench and retaining wall backfills. Footing Trench Excavation All footing excavations should be observed by a representative ofthis firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the observations is to evaluate that the excavations have been made into the recommended bearing material and to the minimum widths and depths recommended for construcfion. If loose or compressible materials are exposed within the footing excavation, a deeper foofing or removal and recompaction ofthe subgrade materials would be recommended at that time. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Trenching/Temporary Construction Backcuts Considering the nature of the onsite earth materials, it should be anficlpated that caving or sloughing could be a factor in subsurface excavafions and trenching. Shoring or excavafing the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad GeoSoilS, Inc. April 11, 2013 File:e:\wp12\6300\6309a1,pge Page 37 [except as specifically superceded within the text of this report]), should be anticipated. All excavafions should be observed by an engineering geologist or soil engineerfrom GSI, prior to workers entering the excavafion or trench, and minimally conform to CAL-OSHA, state, and local safety codes. Should adverse conditions exist, appropriate recommendations would be offered at that time. The above recommendations should be provided to any contractors and/or subcontractors, or homeowners, etc., that may perform such work. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above opfimum moisture content and then compacted to obtain a minimum relafive compaction of 90 percent ofthe laboratory standard. As an alternafive for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be ufilized and jetted or flooded into place. Observafion, probing and testing should be provided to evaluate the desired results. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backflll, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to evaluate the desired results. 3. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the foofing or grade beam in accordance with the recommendations ofthe structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and/or testing be performed by GSI at each of the following construction stages: During grading/recertificafion. During excavafion. During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad GeoSoilS, InC. April 11,2013 File:e:\wp12\6300\6309a1,pge Page 38 After excavafion of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Prior to pouring any slabs or flatwork, after presoaking/presaturafion of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). During retaining wall subdrain installation, prior to backfill placement. During placement of backflll for area drain, interior plumbing, ufility line trenches, and retaining wall backflll. During slope construction/repair. When any unusual soil condifions are encountered during any construcfion operafions, subsequent to the issuance of this report. When any developer or homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construcfion. A report of geotechnical observafion and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, post-tension designer, architect, landscape architect, wall designer, etc., should review the recommendafions provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. Please note that the recommendations contained herein are not intended to preclude the transmission of water or vapor through the slab or foundafion. The structural engineer/foundation and/or slab designer should provide recommendations to not allow water or vapor to enter into the structure so as to cause damage to another building component, or so as to limit the installafion of the type of flooring materials typically used for the particular application. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other Golden Surf Holdings, LLC W.O. 6309-AI-SC 6798 Paseo Del Norte, Carlsbad GeoSoilS, InC. April 11, 2013 File:e:\wp12\6300\6309a1,pge Page 39 influences will also have to be considered. The structural engineer/designer should consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. Ifthe structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GSI. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GSI and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and other design criteria specified herein. PLAN REVIEW Final project plans (grading, precise grading, foundafion, retaining wall, landscaping, etc.), should be reviewed by this office prior to construction, so that construction is in accordance with the conclusions and recommendations of this report. Based on our review, supplemental recommendations and/or further geotechnical studies may be warranted. LIMITATIONS The materials encountered on the project site and utilized for our analysis are believed representative ofthe area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review and engineering analyses and laboratory data, the conclusions and recommendafions are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty, either express or implied, is given. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of servicesforthis portion ofthe project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. Golden Surf Holdings, LLC W.O. 6309-A1 -SC 6798 Paseo Del Norte, Carlsbad GeoSoilS, InC. April 11, 2013 File:e:\wp12\6300\6309a1,pge Page 40 APPENDIXA REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute (ACI) Committee 318, 2008, Building code requirements for structural concrete (ACI318-08) and commentary, dated January. American Concrete Institute (ACI) Committee 302,2004, Guide for concrete floor and slab construcfion, ACI 302.1 R-04, dated June. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs. Designation: E 1643-98 (Reapproved 2005). , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designafion: E 1745-97 (Reapproved 2004). American Society of Civil Engineers (ASCE), 2006, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-05. Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal accelerafion from 3-D fault sources; Windows 95/98 version. , 2000b, EQSEARCH, A computer program for the estimation of peak horizontal acceleration from California historical earthquake catalogs; Updated to December 2009, Windows 95/98 version. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground mofion: Characterisfics, relafionship with horizontal component, and building-code implicafions; Proceedings of the SMIP99 seminar on utilization of strong-motion data, September 15, Oakland, pp. 23-49. Bryant, W.A., and Hart, E.W., 2007, Fault-rupture hazard zones in California, Alquist-Priolo earthquake fault zoning act with index to earthquake fault zones maps; California Geological Survey, Special Publicafion 42, interim revision. California Building Standards Commission, 2010, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, Based on the 2009 International Building Code, 2010 California Historical Building Code, Tifie 24, Part 8; 2010 California Existing Building Code, Tifie 24, Part 10. Geosoils, Inc., 2011, Preliminary geotechnical evaluafion, Paseo Point Minor Subdivision, 6798 Paseo Del Norte, City of Carlsbad, San Diego County, California, W.O. 6309-A-SC, dated November 30. GeoSoils, Inc. International Conference of Building Officials, 2001, California building code, California code of regulations tifie 24, part 2, volume 1 and 2. , 1998, Maps of known active fault near-source zones in California and adjacent portions of Nevada. Jennings, C.W., 1994, Fault activity map of California and adjacent areas: California Division of Mines and Geology, Map Sheet No. 6, scale 1:750,000. Kanare, H.M., 2005, Concrete floors and moisture. Engineering Bullefin 119, Portland Cement Association. Karnak Planning and Design, Inc., 2013, Relocated exisfing garage and second dwelling unit above garage, 6798 Paseo Del Norte, Carlsbad, CA 92009,13 sheets. Scales: 1 inch = 10 feet, 1 inch = 20 feet, and y4-inch = 1 foot, dated February 31. Kennedy, M.P, and Tan, S.S, 2005, Geologic map of the Oceanside 30' x 60' quadrangle, California, United States Geological Survey. Romanoff, M., 1957, Underground corrosion, originally issued April 1. Seed, 2005, Evaluation and mitigation of soil liquefaction hazard "evaluafion of field data and procedures for evaluating the risk of triggering (or inception) of liquefaction", in Geotechnical earthquake engineering; short course, San Diego, California, April 8-9. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in introductory Soil Mechanics, New York. State of California, 2013, Civil Code, Sections 895 et seq. State of California Department of Transportation, Division of Engineering Services, Materials Engineering, and Tesfing Services, Corrosion Technology Branch, 2003, Corrosion Guidelines, Version 1.0, dated September. Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part ofthe San Diego Metropolitan area, San Diego County, California, Landslide hazard identification map no. 35, Plate 35E, Department of Conservafion, Division of Mines and Geology, DMG Open File Report 95-04. Tan, S.S., and Kennedy, M.P., 1996, Geologic maps ofthe northwestern part of San Diego County, California: California Division of Mines and Geology, Open File Report 96-02. Golden Surf Holdings, LLC , Appendix A File:e:\wp12\e300\6309a1,pge GcOSoilS, InC. Page 2 United States Department of Agriculture, 1953, Aerial photographs, flight date August 21, photos nos. AXN-8M-15 and -16, scale 1"=2,000'±. United States Geological Survey, 2011, Seismic hazard curves and uniform hazard response spectra - v5.1.0, dated February 2 , 1999, Encinitas quadrangle, San Diego County, California, 7.5 minute series, 1:24,000 scale. Golden Surf Holdings, LLC , Appendix A File:e:\wp12\6300\6309a1,pge GcoSoilS, InC. Page 3 APPENDIX B HAND AUGER BORING LOGS GeoSoils, Inc. UNIFIED SOIL CLASSIFICATiON SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Symbols Typical Names CRITERIA tfl > 'tn o o oa ^ 6 0 z cn c -a o g -D 1 2 tn -to ft O to .c a> CD > o ^ <B — - O S ° « ^ 0) ? (3 o S o in " i (0 6 •0 £ P ffi GW Well-graded gravels and gravel- sand mixtures, little or no fines Standard Penetration Test GP Poorly graded gravels and gravel-sand mixtures, little or no fines GM Silty gravels gravel-sand-silt mixtures GC Clayey gravels, gravel-sand-clay mixtures SW Well-graded sands and gravelly sands, little or no fines Penetration Resistance N (blows/ft) Relative Density 0-4 Very loose 4-10 Loose 10-30 Medium 30-50 Dense > 50 Very dense SP Poorly graded sands and gravelly sands, little or no fines SM Silty sands, sand-silt mixtures I 5 if SC Clayey sands, sand-clay mixtures ML a> > 'tn o o <n CM CO i 1 s a a. i P .£ o E Inorganic silts, very fine sands, rock flour, silty or clayey fine sands Standard Penetration Test * E m O £ ® ? 5 o aj 3 s5 M n o CO CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity 01 g; §•1° ^= « ? 'S £ "II +; _l CO CO £ cn MH Inorganic silts, micaceous or diatomaceous fine sands or silts, elastic silts CH Inorganic clays of higti plasticity, fat clays OH Organic clays of medium to tiigh plasticity Penetration Resistance N (blows/ft) Consistency Unconfined Compressive Strengtti (tons/ft') <2 Very Soft <0,25 2-4 Soft 0,25 - ,050 4-8 Medium 0,50 -1,00 8-15 Stiff 1,00 - 2,00 15-30 Very Stiff 2,00 - 4,00 >30 Hard >4,00 Highly Organic Soils PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 #40 #200 U,S, Standard Sieve Unified Soil Cobbles Gravel Sand Silt or Clay Classification Cobbles coarse fine coarse medium fine MOISTURE CONDITIONS Dry Absence of moisture: dusty, dry to the touch Slightly Moist Below optimum moisture content for compaction Moist Near optimum moisture content Very Moist Above optimum moisture content Wet Visible free water; below water table MATERIAL QUANTITY trace 0 - 5 % few 5-10% little 10-25% some 25 - 45 % OTHER SYMBOLS C Core Sample S SPT Sample B Bulk Sample T Groundwater Qp Pocket Penetrometer BASIC LOG FORMAT: Group name. Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc, EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 4" in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif,wpd PLATE B-1 W.O. 6309-A1-SC Golden Surf Holdings, LTD 6798 Paseo Del Norte, Carlsbad Logged By: RBB March 6, 2013 LOG OF EXPLORATORY HAND AUGER BORINGS HAND AUGER NO. ELEV. (ft.) DEPTH (ft.) GROUP SYMBOL SAMPLE DEPTH (ft.) MOISTURE (%) FIELD DRY DENSITY (pcO DESCRIPTION HA-1 ±175 0-7 SP/SM UND @ 2V2 UND @ 3V2 BULK® 1-6 4.2 4.6 98.0 101.1 ARTIFICIAL FILL (UNDOCUMENTED): SAND with trace SILT to SILTY SAND, reddish yellow, yellowish brown, and dark yellowish brown, dry becoming moist with depth, loose to medium dense; fine to medium grained. 7-71/2 SP QUATERNARY COLLUVIUM: SAND with trace SILT, brown, damp, medium dense; fine grained. 7V2-8V2 SP WEATHERED PARALIC DEPOSITS: SAND with trace SILT, dark reddish yellow, moist, medium dense; fine grained. 872-9 SP QUATERNARY PARALIC DEPOSITS: SAND with trace SILT, reddish yellow, moist, medium dense; fine grained. UND = Undisturbed Total Depth = 9' No Groundwater/Caving Encountered Backfilled 3-6-2013 PLATE B-2 W.O. 6309-AI-SC Golden Surf Holdings, LTD 6798 Paseo Del Norte, Carlsbad Logged By: RBB March 6, 2013 LOG OF EXPLORATORY HAND AUGER BORINGS HAND AUGER NO. ELEV. (ft.) DEPTH (ft.) GROUP SYMBOL SAMPLE DEPTH (ft.) MOISTURE (%) FIELD DRY DENSITY (pcf) DESCRIPTION HA-2 ±175 0-3 SP ARTIFICIAL FILL (UNDOCUMENTED): SAND with trace SILT, dark yellowish brown and dark reddish yellow, dry becoming wet with depth, loose; trace organics. 3-3 V2 SM/SP QUATERNARY COLLUVIUM: SILTY SAND/SAND with trace SILT, brown, wet, loose; trace organics. 31/2-4 SP WEATHERED PARALIC DEPOSITS: SAND with trace SILT, dark reddish yellow, wet, medium dense. 4-5 SP QUATERNARY PARALIC DEPOSITS: SAND with trace SILT, reddish yellow, wet, medium dense. Total Depth = 5' No Groundwater/Caving Encountered Backfilled 3-6-2013 PLATE B-3 APPENDIX C EQFAULT, EQSEARCH, AND PHGA GeoSoils, Inc. *********************** * * EQFAULT * * * * Version 3.00 * *********************** DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 6309-Al-SC DATE: 03-15-2013 3OB NAME: GOLDEN SURF HOLDINGS, LTD CALCULATION NAME: 6309-Al-SC FAULT-DATA-FILE NAME: C:\Program Files\EQFAULTl\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1106 SITE LONGITUDE: 117.3089 SEARCH RADIUS: 62.14 tni ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi C1999) Hor.-Pleist. Soil-cor. UNCERTAINTY CM=Median, s=sigtna): s Nutnber of sigmas: 1.0 DISTANCE MEASURE: cdist SCOND: 1 Basement Depth: .00 km Campbell ssR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT--DATA FILE USED: C:\Program Files\EQFAULTl\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O.6309-A1-SC Plate C-1 EQFAULT SUMMARY DETERMINISTIC SITE PARAMETERS Page 1 ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED DISTANCE MAXIMUM PEAK EST. SITE FAULT NAME mi (km) EARTHQUAKE SITE INTENSITY MAG. (Mw) ACCEL. 9 MOD.MERC. ROSE CANYON 4.6( 7.4) 7.2 0.656 X NEWPORT-INGLEWOOD (Offshore) 7.8( 12.6) 7.1 0.469 X CORONADO BANK 20.1( 32.4) 7.6 0.285 IX ELSINORE (3ULIAN) 25.2( 40.6) 7.1 0.164 VIII ELSINORE (TEMECULA) 25.2( 40.6) 6.8 0.134 VIII ELSINORE (GLEN IVY) 36.9( 59.4) 6.8 0.090 VII PALOS VERDES 38.5( 61.9) 7.3 0.122 VII SAN JOAQUIN HILLS 38.8( 62.5) 6.6 0.106 VII EARTHQUAKE VALLEY 42.4( 68.3) 6.5 0.064 VI SAN JACINTO-ANZA 48.0( 77.3) 7.2 0.090 VII SAN JACINTO-SAN JACINTO VALLEY 49.1( 79.0) 6.9 0.072 VI NEWPORT-INGLEWOOD (L.A.Basin) 49.5( 79.6) 7.1 0.082 VII CHINO-CENTRAL AVE. (Elsinore) 51.3( 82.5) 6.7 0.084 VII SAN JACINTO-COYOTE CREEK 52.2( 84.0) 6.6 0.055 VI WHITTIER 55.2( 88.8) 6.8 0.059 VI ELSINORE (COYOTE MOUNTAIN) 55.7( 89.7) 6.8 0.058 VI -END OF SEARCH- THE ROSE CANYON 16 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.6 MILES (7.4 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.6557 g Page 2 W.O. 6309-AI-SC Plate C-2 CALIFORNIA FAULT MAP GOLDEN SURF HOLDINGS, LTD 1100 1000 -- 900 800 700 — 600 500 400 300 200 100 -- -100 -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 6309-AI-SC Plate C-3 MAXIMUM EARTHQUAKES GOLDEN SURF HOLDINGS, LTD 2 c _o (S l_ 0) 0) u u < .01 .001 10 Distance (mi) 100 W.O. 6309-AI-SC Piate C-4 EQSEARCH version 3.00 ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 6309-Al-SC DATE: 03-15-2013 JOB NAME: GOLDEN SURF HOLDINGS, LTD EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT SITE COORDINATES: SITE LATITUDE: 33.1106 SITE LONGITUDE: 117.3089 SEARCH DATES: START DATE: 1800 END DATE: 2011 SEARCH RADIUS: 62.1 mi 100.0 km ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-Cor. UNCERTAINTY (M=Median, s=sigma): s Number of sigmas: 1.0 ASSUMED SOURCE TYPE: SS [ss=strike-slip, DS=Reverse-slip, BT=B1ind-thrust] SCOND: 1 Depth Source: A Basement Depth: .00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATIOM MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 6309-AI-SC Plate C-5 EARTHQUAKE SEARCH RESULTS Page 1 FILE CODE LAT. NORTH LONG. WEST DATE TIME (UTC) H M sec DEPTH (km) QUAKE MAG. SITE ACC. g SITE MM INT. APPROX. DISTANCE mi [km] DMG 33 .0000 117. 3000 11/22/1800 2130 0.0 0. 0 6 50 0. 343 IX 7.6( 12. 3) MGI 33 .0000 117. OOOO 09/21/1856 730 0.0 0 0 5 00 0 056 VI 19.4( 31. 3) MGI 32 .8000 117. 1000 05/25/1803 0 0 0.0 0 0 5 00 0 044 VI 24.6( 39. 6) DMG 32 .7000 117. 2000 05/27/1862 20 0 0.0 0 0 5 90 0. 064 VI 29.0( 46. 7) T-A 32 .6700 117. 1700 12/00/1856 0 0 0.0 0 0 5 00 0 035 V 31.5( 50. 6) T-A 32 .6700 117 1700 10/21/1862 0 0 0.0 0 0 5 00 0 035 V 31.5( 50. 6) T-A 32 .6700 117. 1700 05/24/1865 0 0 0.0 0 0 5 00 0 035 V 31.5( 50. 6) PAS 32 .9710 117. 8700 07/13/1986 1347 8.2 6. 0 5 30 0. 038 V 33.9( 54. 5) DMG 33 .2000 116. 7000 01/01/1920 235 0.0 0 0 5 00 0 030 V 35.7( 57. 5) DMG 32 .8000 116. 8000 10/23/1894 23 3 0.0 0. 0 5 70 0 045 VI 36.5( 58. 7) DMG 33 .7000 117. 4000 04/11/1910 757 0.0 0. 0 5 00 0. 026 V 41.0( 66. 0) DMG 33 .7000 117. 4000 05/13/1910 620 0.0 0 0 5 00 0 026 V 41.0( 66. 0) DMG 33 .7000 117. 4000 05/15/1910 1547 0.0 0. 0 6. 00 0 048 VI 41.0( 66. 0) MGI 33 .2000 116.6000 10/12/1920 1748 0.0 0. 0 5 30 0. 031 V 41.4( 66. 7) DMG 33 .6990 117. 5110 05/31/1938 83455.4 10 0 5 50 0 034 V 42.3( 68. 0) DMG 33 .7100 116. 9250 09/23/1963 144152.6 16. 5 5. 00 0. 023 IV 46.9( 75. 5) DMG 33 .7500 117. OOOO 06/06/1918 2232 0.0 0 0 5 00 0. 022 IV 47.6( 76. 6) DMG 33 .7500 117. OOOO 04/21/1918 223225.0 0 0 6 80 0 069 VI 47.6( 76. 6) DMG 33 .5750 117. 9830 03/11/1933 518 4.0 0. 0 5 20 0. 024 IV 50.4( 81. 1) MGI 33 .8000 117. 6000 04/22/1918 2115 0.0 0. 0 5 00 0.021 IV 50.5( 81. 2) DMG 33 .8000 117. OOOO 12/25/1899 1225 0.0 0 0 6 40 0. 049 VI 50.8( 81. 8) DMG 33 .0000 116.4330 06/04/1940 1035 8.3 0 0 5 10 0 022 IV 51.3( 82. 5) GSP 33 .5290 116. 5720 06/12/2005 154146.5 14 0 5 20 0 023 IV 51.4 ( 82. 7) DMG 33 .6170 117. 9670 03/11/1933 154 7.8 0 0 6 30 0 045 VI 51.6( 83. 0) GSG 33 .4200 116. 4890 07/07/2010 235333.5 14 0 5 50 0 027 V 51.9( 83. 6) PAS 33 .5010 116. 5130 02/25/1980 104738.5 13 6 5 50 0 027 V 53.2( 85. 7) GSP 33 .5080 116. 5140 10/31/2001 075616.6 15 0 5 10 0 021 IV 53.4( 86. 0) DMG 33 .6170 118. 0170 03/14/1933 19 150.0 0. 0 5 10 0 021 IV 53.8( 86. 5) DMG 33 .5000 116. 5000 09/30/1916 211 0.0 0. 0 5 00 0 020 IV 53.9( 86. 7) DMG 33 .9000 117. 2000 12/19/1880 0 0 0.0 0 0 6 00 0 035 V 54.9( 88. 3) DMG 33 .3430 116. 3460 04/28/1969 232042.9 20. 0 5 80 0. 029 V 57.9( 93. 1) DMG 33 .6830 118. 0500 03/11/1933 658 3.0 0. 0 5 50 0. 024 V 58.2( 93. 6) DMG 33 .7000 118. 0670 03/11/1933 51022.0 0 0 5 10 0 019 IV 59.7( 96. 1) DMG 33 .7000 118. 0670 03/11/1933 85457.0 0. 0 5 10 0. 019 IV 59.7( 96. 1) T-A 32 .2500 117. 5000 01/13/1877 20 0 0.0 0. 0 5 00 0. 017 IV 60.4( 97. 3) DMG 34 .0000 117. 2500 07/23/1923 73026.0 0. 0 6 25 0 036 V 61.5( 99. 0) DMG 33 .4000 116. 3000 02/09/1890 12 6 0.0 0. 0 6. 30 0. 038 V 61.6( 99. 1) -END OF SEARCH- 37 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2011 LENGTH OF SEARCH TIME: 212 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 7.6 MILES (12.3 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 6.8 Page 2 W.O. 6309-AI-SC Plate C-6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.343 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 0.753 b-value= 0.344 beta-value= 0.793 TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake | Number of Times I Cumulative Magnitude ! Exceeded | No. / Year 4.0 4.5 5.0 5.5 6.0 6.5 37 37 37 15 8 2 0.17536 0.17536 0.17536 0.07109 0.03791 0.00948 Page 3 W.O. 6309-AI-SC Plate C-7 EARTHQUAKE EPICENTER MAP GOLDEN SURF HOLDINGS, LTD 1100 1000 -- 900 800 700 600 500 400 -- 300 200 -- 100 -- 0 — -100 -400 -300 -200 -100 0 100 200 300 400 500 600 W.O. 6309-AI-SC Plate C-8 EARTHQUAKE RECURRENCE CURVE GOLDEN SURF HOLDINGS, LTD 100 10 (B >- (li c > LU E 0) > a 3 E E o .1 .01 .001 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 6309-AI-SC Plate C-9 PSH Deaggregation on NEHRP D soil GOLDEN_SURF_HOL 117,309^ W, 33.111 N. Peak Horiz. Ground Accel.>=0.4964 g Ann. Exceedance Rate .402E-03. Mean Return Time 2475 years Mean(R,M,Eo) 13.2 km, 6.66, 0.97 Modal (R,M,eo) = 7.1 km, 6.63, 0.70 (from peak R,M bin) Modal (R,M,e*) = 7.1 km, 6.62, 1 to 2 sigma (from peak R,M,e bin) Binning: DeltaR 10. km, deltaM=0.2, Delta€=1.0 2013 Mar 16 02.22; IS i DftUmc* (R), magnltucla (M). WMHon {EO.E} dMgaragttton for • stt* <m w^i with jw«ng» vs» m mf• top 30 iru USOS CSHT P8HA20D8 UPSAI^ Blna ¥»ith K 04)5% contriH, omittad 244' - O r». "St •«--001X5 CM 05 CD .3:2 £ "S c/3 m 03 !S> O S DO 2i o O 2 o § oi c/5 &. I or) Q o J o c3 4> >. «ri t-~ fN 1 Ul « s (33 •u X < O Cu s > .22 ^ OS ^ ^ I O 3 O u If o o t3 ai 3 — O &0 243' QD • • 0 a a D ' 'I 03 fit 0 » Jl 1^ 0 a T • T3 o o ?4J IK > ? i s i 1 W.O. 6309-A1-SC PLATE C-11 PSH Deaggregation on NEHRP D soil GOLDEN_SURF_HOL 117.309° W, 33.111 N. Peak Horiz. Ground Accel.>=0.2693 g Ann. Exceedance Rate .211E-02. Mean Return Tirae 475 years Mean(R,M,eo) 24.6 km, 6.67, 0.50 Modal (R,M,%) = 7.1 km, 6.64, -0.39 (from peak R,M bin) Modal (R,M,e*) = 7,1 km, 6.64, 0 to 1 sigma (from peak R,M,e bin) Binning: DeltaR 10. km, deItaM=0.2, Delta€=1.0 2013 Mar i6Q2i2S:29 1 IHaOince (R), migntlud* m, •pvllon {EO.E) dMiger»g«Uon fora sit* on coil with «v«r«ig* 300. mTs ton 30 m. USOS CGHT P8HA20QS uniATl B\m with tt 0.05% cwMli. omittad GOLDEN_SURF_HOL Geographic Deagg. Seismic for 0.00-s Spectral Accel, 0.2693 g PGA Exceedance Return Time: 475 year Max. significant source distance 136. km. View angle is 35 degrees above horizon Gridded-source hazard accum. in 45° intervals Soil site. Vs30(m/s) =n 300.0 M Ifiill 3 Mar 16 02:25?2i1 sm Coonte^lirjM S3.110« (yi^low <Btk) VtSOe »>o.e. MMI anmiai ExedRatt .34ME43 (coUimn HeigM prop, te ExRa^. Red dlamomki: histoHcat earthquakes, MM APPENDIX D LABORATORY DATA GeoSoils, Inc. 60 50 UJ 40 Q Z ^ 30 < 20 10 CL CH / / / / / / / / y / / / / / / / / / / / \'' '- / / / / / / / / ML MH CL-i/IL ML MH 1 1 ML MH 20 40 60 LIQUID LIMIT 80 100 Sample [}epth/EI. LL PL PI Fines USCS CLASSIFICATION HA-1 1.0 NP NP NP Silty Sand • TP-3 2.5 49 20 29 50 CLAYEY SAND(SC) GCOSOOB, Inc. GeoSoils, Inc. 5741 PalmerWay Carlsbad, GA 92008 Telephone: (760)438-3155 Fax: (760)931-0915 ATTERBERG LliVliTS' RESULTS Project: GOLDEN SURF HOLDINGS Number: 6309-AI-SC Date: April 2013 Plate: D -1 APPENDIX E GENERAL EARTHWORK, GRADING GUIDELINES AND PRELIMINARY CRITERIA GeoSoils, Inc. GENERAL EARTHWORK. GRADING GUIDELINES, AND PRELIMINARY CRITERIA General These guidelines present general procedures and requirennents for earthwork and grading as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, excavations, and appurtenant structures or flatwork. The recommendations contained in the geotechnical report are part of these earthwork and grading guidelines and would supercede the provisions contained hereafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new or revised recommendations which could supercede these guidelines or the recommendations contained in the geotechnical report. Generalized details follow this text. The contractor is responsible forthe satisfactory completion of all earthwork in accordance with provisions of the project plans and specifications and latest adopted Code. In the case of conflict, the most onerous provisions shall prevail. The project geotechnical engineer and engineering geologist (geotechnical consultant), and/or their representatives, should provide observation and testing services, and geotechnical consultation during the duration of the project. EARTHWORK OBSERVATIONS AND TESTING Geotechnical Consultant Prior to the commencement of grading, a qualified geotechnical consultant (soil engineer and engineering geologist) should be employed for the purpose of observing earthwork procedures and testing the fills for general conformance with the recommendations ofthe geotechnical report(s), the approved grading plans, and applicable grading codes and ordinances. The geotechnical consultant should provide testing and observation so that an evaluation may be made that the work is being accomplished as specified. It is the responsibility of the contractor to assist the consultants and keep them apprised of anticipated work schedules and changes, so that they may schedule their personnel accordingly. All remedial removals, clean-outs, prepared ground to receive fill, key excavations, and subdrain installation should be observed and documented bythe geotechnical consultant prior to placing any fill. It is the contractor's responsibility to notify the geotechnical consultant when such areas are ready for observation. GeoSoils, Inc. Laboratorv and Field Tests Maximum dry density tests to determine the degree of compaction should be performed in accordance with American Standard Testing Materials test method ASTM designation D-1557. Random or representative field compaction tests should be performed in accordance with test methods ASTM designation D-1556, D-2937 or D-2922, and D-3017, at intervals of approximately ±2 feet of fill height or approximately every 1,000 cubic yards placed. These criteria would vary depending on the soil conditions and the size of the project. The location and frequency of testing would be at the discretion of the geotechnical consultant. Contractor's Responsibilitv All clearing, site preparation, and earthwork performed on the project should be conducted bythe contractor, with observation by a geotechnical consultant, and staged approval by the governing agencies, as applicable. It is the contractor's responsibility to prepare the ground surface to receive the fill, to the satisfaction ofthe geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations ofthe geotechnical consultant. The contractor should also remove all non-earth material considered unsatisfactory by the geotechnical consultant. Notwithstanding the services provided by the geotechnical consultant, it is the sole responsibility ofthe contractor to provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted Code or agency ordinances, geotechnical report(s), and approved grading plans. Sufficient watering apparatus and compaction equipment should be provided by the contractor with due consideration for the fill material, rate of placement, and climatic conditions. If, in the opinion of the geotechnical consultant, unsatisfactory conditions such as questionable weather, excessive oversized rock or deleterious material, insufficient support equipment, etc., are resulting in a quality of work that is not acceptable, the consultant will inform the contractor, and the contractor is expected to rectify the conditions, and if necessary, stop work until conditions are satisfactory. During construction, the contractor shall properly grade all surfaces to maintain good drainage and prevent poncling of water. The contractor shall take remedial measures to control surface water and to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. Golden Surf Holdings, LLC . Appendix E File:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 2 SITE PREPARATION All major vegetation, including brush, trees, thick grasses, organic debris, and other deleterious material, should be removed and disposed of off-site. These removals must be concluded prior to placing fill. In-place existing fill, soil, alluvium, colluvium, or rock materials, as evaluated by the geotechnical consultant as being unsuitable, should be removed priorto any fill placement. Depending upon the soil conditions, these materials may be reused as compacted fills. Any materials incorporated as part of the compacted fills should be approved by the geotechnical consultant. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipelines, or other structures not located priorto grading, are to be removed or treated in a manner recommended by the geotechnical consultant. Soft, dry, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to firm ground and approved by the geotechnical consultant before compaction and filling operations continue. Overexcavated and processed soils, which have been properly mixed and moisture conditioned, should be re-compacted to the minimum relative compaction as specified in these guidelines. Existing ground, which is determined to be satisfactory for support of the fills, should be scarified (ripped) to a minimum depth of 6 to 8 inches, or as directed by the geotechnical consultant. After the scarified ground is brought to optimum moisture content, or greater and mixed, the materials should be compacted as specified herein. Ifthe scarified zone is greater than 6 to 8 inches in depth, it may be necessary to remove the excess and place the material in lifts restricted to about 6 to 8 inches in compacted thickness. Existing ground which is not satisfactory to support compacted fill should be overexcavated as required in the geotechnical report, or by the on-site geotechnical consultant. Scarification, disc harrowing, or other acceptable forms of mixing should continue until the soils are broken down and free of large lumps or clods, until the working surface is reasonably uniform and free from ruts, hollows, hummocks, mounds, or other uneven features, which would inhibit compaction as described previously. Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical [h:v]), the ground should be stepped or benched. The lowest bench, which will act as a key, should be a minimum of 15 feet wide and should be at least 2 feet deep into firm material, and approved by the geotechnical consultant. In fill-over-cut slope conditions, the recommended minimum width ofthe lowest bench or key is also 15 feet, with the key founded on firm material, as designated bythe geotechnical consultant. As a general rule, unless specifically recommended otherwise bythe geotechnical consultant, the minimum width of fill keys should be equal to V2 the height ofthe slope. Golden Surf Holdings, LLC , Appendix E File:e:\wp12\6300\6309a1.pge GeoSoilS, InC. Page 3 Standard benching is generally 4 feet (minimum) vertically, exposing firm, acceptable material. Benching may be used to remove unsuitable materials, although it is understood that the vertical height of the bench may exceed 4 feet. Pre-stripping may be considered for unsuitable materials in excess of 4 feet in thickness. All areas to receive fill, including processed areas, removal areas, and the toes of fill benches, should be observed and approved by the geotechnical consultant prior to placement of fill. Fills may then be properly placed and compacted until design grades (elevations) are attained. COMPACTED FILLS Any earth materials imported or excavated on the property may be utilized in the fill provided that each material has been evaluated to be suitable by the geotechnical consultant. These materials should be free of roots, tree branches, other organic matter, or other deleterious materials. All unsuitable materials should be removed from the fill as directed by the geotechnical consultant. Soils of poor gradation, undesirable expansion potential, or substandard strength characteristics may be designated bythe consultant as unsuitable and may require blending with other soils to serve as a satisfactory fill material. Fill materials derived from benching operations should be dispersed throughout the fill area and blended with other approved material. Benching operations should not result in the benched material being placed only within a single equipment width away from the fill/bedrock contact. Oversized materials defined as rock, or other irreducible materials, with a maximum dimension greater than 12 inches, should not be buried or placed in fills unless the location of materials and disposal methods are specifically approved by the geotechnical consultant. Oversized material should be taken offsite, or placed in accordance with recommendations ofthe geotechnical consultant in areas designated as suitable for rock disposal. GSI anticipates that soils to be utilized as fill material for the subject project may contain some rock. Appropriately, the need for rock disposal may be necessary during grading operations on the site. From a geotechnical standpoint, the depth of any rocks, rock fills, or rock blankets, should be a sufficient distance from finish grade. This depth is generally the same as any overexcavation due to cut-fill transitions in hard rock areas, and generallyfacilitatesthe excavation of structural footings and substructures. Should deeper excavations be proposed (i.e., deepened footings, utility trenching, swimming pools, spas, etc.), the developer may consider increasing the hold-down depth of any rocky fills to be placed, as appropriate. In addition, some agencies/jurisdictions mandate a specific hold-down depth for oversize materials placed in fills. The hold-down depth, and potential to encounter oversize rock, both within fills, and occurring in cut or natural areas, would need to be disclosed to all interested/affected parties. Once approved by the governing agency, the hold-down depth for oversized rock (i.e., greaterthan 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The Golden Surf Holdings, LLC , Appendix E Flle:e:\wp12\6300\6309a1.pge GeoSoilS, IttC. Page 4 governing agency may require that these materials need to be deeper, crushed, or reduced to less than 12 inches in maximum dimension, at their discretion. To facilitate future trenching, rock (or oversized material), should not be placed within the hold-down depth feet from finish grade, the range of foundation excavations, future utilities, or underground construction unless specifically approved by the governing agency, the geotechnical consultant, and/or the developer's representative. If import material is required for grading, representative samples of the materials to be utilized as compacted fill should be analyzed in the laboratory by the geotechnical consultant to evaluate it's physical properties and suitability for use onsite. Such testing should be performed three (3) days prior to importation. If any material other than that previously tested is encountered during grading, an appropriate analysis of this material should be conducted by the geotechnical consultant as soon as possible. Approved fill material should be placed in areas prepared to receive fill in near horizontal layers, that when compacted, should not exceed about 6 to 8 inches in thickness. The geotechnical consultant may approve thick lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer should be spread evenly and blended to attain uniformity of material and moisture suitable for compaction. Fill layers at a moisture content less than optimum should be watered and mixed, and wet fill layers should be aerated by scarification, or should be blended with drier material. Moisture conditioning, blending, and mixing of the fill layer should continue until the fill materials have a uniform moisture content at, or above, optimum moisture. After each layer has been evenly spread, moisture conditioned, and mixed, it should be uniformly compacted to a minimum of 90 percent ofthe maximum density as evaluated by ASTM test designation D-1557, or as otherwise recommended by the geotechnical consultant. Compaction equipment should be adequately sized and should be specifically designed for soil compaction, or of proven reliability to efficiently achieve the specified degree of compaction. Where tests indicate that the density of any layer of fill, or portion thereof, is below the required relative compaction, or improper moisture is in evidence, the particular layer or portion shall be re-worked until the required density and/or moisture content has been attained. No additional fill shall be placed in an area until the last placed lift of fill has been tested and found to meet the density and moisture requirements, and is approved by the geotechnical consultant. In general, per the latest adopted Code, fill slopes should be designed and constructed at a gradient of 2:1 (h:v), orfiatter. Compaction of slopes should be accomplished by over- building a minimum of 3 feet horizontally, and subsequently trimming back to the design slope configuration. Testing shall be performed as the fill is elevated to evaluate Golden Surf Holdings, LLC ^ Appendix E File:e:\wp12\6300\6309a1.pge GeoSotlS, InC. Page 5 compaction as the fill core is being developed. Special efforts may be necessary to attain the specified compaction in the fill slope zone. Final slope shaping should be performed by trimming and removing loose materials with appropriate equipment. Afinal evaluation of fill slope compaction should be based on observation and/or testing of the finished slope face. Where compacted fill slopes are designed steeper than 2:1 (h:v), prior approval from the governing agency, specific material types, a higher minimum relative compaction, special reinforcement, and special grading procedures will be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, then special effort should be made to achieve the required compaction in the outer 10 feet of each lift of fill by undertaking the following: 1. An extra piece of equipment consisting of a heavy, short-shanked sheepsfoot should be used to roll (horizontal) parallel to the slopes continuously as fill is placed. The sheepsfoot roller should also be used to roll perpendicular to the slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 2. Loose fill should not be spilled out over the face of the slope as each lift is compacted. Any loose fill spilled over a previously completed slope face should be trimmed off or be subject to re-rolling. 3. Field compaction tests will be made in the outer (horizontal) ±2 to ±8 feet of the slope at appropriate vertical intervals, subsequent to compaction operations. 4. After completion of the slope, the slope face should be shaped with a small tractor and then re-rolled with a sheepsfoot to achieve compaction to near the slope face. Subsequent to testing to evaluate compaction, the slopes should be grid-rolled to achieve compaction to the slope face. Final testing should be used to evaluate compaction after grid rolling. 5. Where testing indicates less than adequate compaction, the contractor will be responsible to rip, water, mix, and recompact the slope material as necessary to achieve compaction. Additional testing should be performed to evaluate compaction. SUBDRAIN INSTALLATION Subdrains should be installed in approved ground in accordance with the approximate alignment and details indicated by the geotechnical consultant. Subdrain locations or materials should not be changed or modified without approval of the geotechnical consultant. The geotechnical consultant may recommend and direct changes in subdrain line, grade, and drain material in the field, pending exposed conditions. The location of constructed subdrains, especially the outlets, should be recorded/surveyed bythe project Golden Surf Holdings, LLC , Appendix E File:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 6 civil engineer. Drainage at the subdrain outlets should be provided by the project civil engineer. EXCAVATIONS Excavations and cut slopes should be examined during grading by the geotechnical consultant. If directed by the geotechnical consultant, further excavations or overexcavation and refilling of cut areas should be performed, and/or remedial grading of cut slopes should be performed. When fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion ofthe slope should be observed bythe geotechnical consultant prior to placement of materials for construction of the fill portion of the slope. The geotechnical consultant should observe all cut slopes, and should be notified by the contractor when excavation of cut slopes commence. If, during the course of grading, unforeseen adverse or potentially adverse geologic conditions are encountered, the geotechnical consultant should investigate, evaluate, and make appropriate recommendations for mitigation of these conditions. The need for cut slope buttressing or stabilizing should be based on in-grading evaluation by the geotechnical consultant, whether anticipated or not. Unless otherwise specified in geotechnical and geological report(s), no cut slopes should be excavated higher or steeper than that allowed by the ordinances of controlling governmental agencies. Additionally, short-term stability of temporary cut slopes is the contractor's responsibility. Erosion control and drainage devices should be designed bythe project civil engineer and should be constructed in compliance with the ordinances ofthe controlling governmental agencies, and/or in accordance with the recommendations ofthe geotechnical consultant. COMPLETION Observation, testing, and consultation by the geotechnical consultant should be conducted during the grading operations in order to state an opinion that all cut and fill areas are graded in accordance with the approved project specifications. After completion of grading, and after the geotechnical consultant has finished observations of the work, final reports should be submitted, and may be subject to review by the controlling governmental agencies. No further excavation or filling should be undertaken without prior notification of the geotechnical consultant or approved plans. All finished cut and fill slopes should be protected from erosion and/or be planted in accordance with the project specifications and/or as recommended by a landscape architect. Such protection and/or planning should be undertaken as soon as practical after completion of grading. Golden Surf Holdings, LLC ^ Appendix E File:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 7 PRELIMINARY OUTDOOR POOL/SPA DESIGN RECOMMENDATIONS The following preliminary recommendations are provided for consideration in pool/spa design and planning. Actual recommendations should be provided by a qualified geotechnical consultant, based on site specific geotechnical conditions, including a subsurface investigation, differential settlement potential, expansive and corrosive soil potential, proximity of the proposed pool/spa to any slopes with regard to slope creep and lateral fill extension, as well as slope setbacks per Code, and geometry of the proposed improvements. Recommendations for pools/spas and/or deck flatwork underlain by expansive soils, or for areas with differential settlement greater than y4-inch over 40 feet horizontally, will be more onerous than the preliminary recommendations presented below. The 1:1 (h:v) influence zone of any nearby retaining wall site structures should be delineated on the project civil drawings with the pool/spa. This 1:1 (h:v) zone is defined as a plane up from the lower-most heel of the retaining structure, to the daylight grade of the nearby building pad or slope. If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re-positioned (horizontally or vertically) so that they are supported by earth materials that are outside or below this 1:1 plane. If this is not possible given the area ofthe building pad, the owner should consider eliminating these improvements or allow for increased potential for lateral/vertical deformations and associated distress that may render these improvements unusable in the future, unless they are periodically repaired and maintained. The conditions and recommendations presented herein should be disclosed to all homeowners and any interested/affected parties. General 1. The equivalent fluid pressure to be used for the pool/spa design should be 60 pounds per cubic foot (pcf) for pool/spa walls with level backfill, and 75 pcf for a 2:1 sloped backfill condition. In addition, backdrains should be provided behind pool/spa walls subjacent to slopes. 2. Passive earth pressure may be computed as an equivalent fluid having a density of 150 pcf, to a maximum lateral earth pressure of 1,000 pounds per square foot (psf). 3. An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load forces. 4. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 5. Where pools/spas are planned near structures, appropriate surcharge loads need to be incorporated into design and construction by the pool/spa designer. This includes, but is not limited to landscape berms, decorative walls, footings, built-in barbeques, utility poles, etc. Golden Surf Holdings, LLC , Appendix E File:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 8 6. All pool/spa walls should be designed as "free standing" and be capable of supporting the water in the pool/spa without soil support. The shape of pool/spa in cross section and plan view may affect the performance of the pool, from a geotechnical standpoint. Pools and spas should also be designed in accordance with the latest adopted Code. Minimally, the bottoms of the pools/spas, should maintain a distance H/3, where H is the height of the slope (in feet), from the slope face. This distance should not be less than 7 feet, nor need not be greater than 40 feet. 7. The soil beneath the pool/spa bottom should be uniformly moist with the same stiffness throughout. If a fill/cut transition occurs beneath the pool/spa bottom, the cut portion should be overexcavated to a minimum depth of 48 inches, and replaced with compacted fill, such that there is a uniform blanket that is a minimum of 48 inches below the pool/spa shell. If very low expansive soil is used for fill, the fill should be placed at a minimum of 95 percent relative compaction, at optimum moisture conditions. This requirement should be 90 percent relative compaction at over optimum moisture if the pool/spa is constructed within or near expansive soils. The potential for grading and/or re-grading of the pool/spa bottom, and attendant potential for shoring and/or slot excavation, needs to be considered during all aspects of pool/spa planning, design, and construction. 8. Ifthe pool/spa is founded entirely in compacted fill placed during rough grading, the deepest portion ofthe pool/spa should correspond with the thickest fill on the lot. 9. Hydrostatic pressure relief valves should be incorporated into the pool and spa designs. A pool/spa under-drain system is also recommended, with an appropriate outlet for discharge. 10. All fittings and pipe joints, particularly fittings in the side of the pool or spa, should be properly sealed to prevent water from leaking into the adjacent soils materials, and be fitted with slip or expandlble joints between connections transecting varying soil conditions. 11. An elastic expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints. 12. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face. 13. In order to reduce unsightly cracking, deck slabs should minimally be 4 inches thick, and reinforced with No. 3 reinforcing bars at 18 inches on-center. All slab reinforcement should be supported to ensure proper mid-slab positioning during the placement of concrete. Wire mesh reinforcing is specifically not recommended. Deck slabs should not be tied to the pool/spa structure. Pre-moistening and/or pre-soaking of the slab subgrade is recommended, to a depth of 12 inches Golden Surf Holdings, LLC ^ Appendix E Flle:e:\wp12\6300\6309a1.pge GCOSoilS, InC. Page 9 (optimum moisture content), or 18 inches (120 percent of the soil's optimum moisture content, or 3 percent over optimum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. Slab underlayment should consist of a 1-to 2-inch leveling course of sand (S.E.>30) and a minimum of 4 to 6 inches of Class 2 base compacted to 90 percent. Deck slabs within the H/3 zone, where H is the height of the slope (in feet), will have an increased potential for distress relative to other areas outside of the H/3 zone. If distress is undesirable, improvements, deck slabs orflatwork should not be constructed closer than H/3 or 7 feet (whichever is greater) from the slope face, in order to reduce, but not eliminate, this potential. 14. Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted fill. Fill should be compacted to achieve a minimum 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should be throughly watered to achieve a moisture content that is at least 2 percent above optimum moisture content, to a depth of at least 18 inches below the bottom of slabs. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing ofthe concrete and minimize the development of unsightly shrinkage cracks. 15. In order to reduce unsightly cracking, the outer edges of pool/spa decking to be bordered by landscaping, and the edges immediately adjacent to the pool/spa, should be underlain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending to a depth of at least 12 inches below the bottoms of the slabs to mitigate excessive infiltration of water under the pool/spa deck. These thickened edges should be reinforced with two No. 4 bars, one at the top and one at the bottom. Deck slabs may be minimally reinforced with No. 3 reinforcing bars placed at 18 inches on-center, in both directions. All slab reinforcement should be supported on chairs to ensure proper mid-slab positioning during the placement of concrete. 16. Surface and shrinkage cracking of the finish slab may be reduced if a low slump and water-cement ratio are maintained during concrete placement. Concrete utilized should have a minimum compressive strength of 4,000 psi. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking, and should be avoided. Some concrete shrinkage cracking, however, is unavoidable. 17. Joint and sawcut locations for the pool/spa deck should be determined by the design engineer and/or contractor. However, spacings should not exceed 6 feet on center. Golden Surf Holdings, LLC , Appendix E File:e:\wp12\6300\6309a1.pge GeoSoilS, IHC. Page 10 18. Considering the nature of the onsite earth materials, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls/backcuts at the angle of repose (typically 25 to 45 degrees), should be anticipated. All excavations should be observed by a representative ofthe geotechnical consultant, including the project geologist and/or geotechnical engineer, prior to workers entering the excavation or trench, and minimally conform to Cal/OSHA ("Type C" soils may be assumed), state, and local safety codes. Should adverse conditions exist, appropriate recommendations should be offered at that time by the geotechnical consultant. GSI does not consult in the area of safety engineering and the safety of the construction crew is the responsibility ofthe pool/spa builder. 19. It is imperative that adequate provisions for surface drainage are incorporated by the homeowners into their overall improvement scheme. Ponding water, ground saturation and flow over slope faces, are all situations which must be avoided to enhance long term performance ofthe pool/spa and associated improvements, and reduce the likelihood of distress. 20. Regardless ofthe methods employed, once the pool/spa is filled with water, should it be emptied, there exists some potential that if emptied, significant distress may occur. Accordingly, once filled, the pool/spa should not be emptied unless evaluated by the geotechnical consultant and the pool/spa builder. 21. For pools/spas built within (all or part) of the Code setback and/or geotechnical setback, as indicated in the site geotechnical documents, special foundations are recommended to mitigate the affects of creep, lateral fill extension, expansive soils and settlement on the proposed pool/spa. Most municipalities or County reviewers do not consider these effects in pool/spa plan approvals. As such, where pools/spas are proposed on 20 feet or more of fill, medium or highly expansive soils, or rock fill with limited "cap soils" and built within Code setbacks, or within the influence of the creep zone, or lateral fill extension, the following should be considered during design and construction: OPTION A: Shallow foundations with or without overexcavation of the pool/spa "shell," such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater that 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. GSI recommends a pool/spa under-drain or blanket system (see attached Typical Pool/Spa Detail). The pool/spa builders and owner in this optional construction technique should be generally satisfied with pool/spa performance underthis scenario; however, some settlement, tilting, cracking, and leakage of the pool/spa is likely over the life of the project. Golden Surf Holdings, LLC ^ Appendix E File;e:\wp12\6300\6309a1.pge GeoSoilS, InC. Page 11 OPTION B: Pier supported pool/spa foundations with or without overexcavation ofthe pool/spa shell such that the pool/spa is surrounded by 5 feet of very low to low expansive soils (without irreducible particles greater than 6 inches), and the pool/spa walls closer to the slope(s) are designed to be free standing. The need for a pool/spa under-drain system may be installed for leak detection purposes. Piers that support the pool/spa should be a minimum of 12 inches in diameter and at a spacing to provide vertical and lateral support of the pool/spa, in accordance with the pool/spa designers recommendations current applicable Codes. The pool/spa builder and owner in this second scenario construction technique should be more satisfied with pool/spa performance. This construction will reduce settlement and creep effects on the pool/spa; however, it will not eliminate these potentials, nor make the pool/spa "leak-free." 22. The temperature of the water lines for spas and pools may affect the corrosion properties of site soils, thus, a corrosion specialist should be retained to review all spa and pool plans, and provide mitigative recommendations, as warranted. Concrete mix design should be reviewed by a qualified corrosion consultant and materials engineer. 23. All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-time observation and testing of a qualified geotechnical consultant. Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence). 24. Pool and spa utility lines should not cross the primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 25. The pool/spa or associated utilities should not intercept, interrupt, or otherwise adversely impact any area drain, roof drain, or other drainage conveyances. If it is necessary to modify, move, or disrupt existing area drains, subdrains, or tightlines, then the design civil engineer should be consulted, and mitigative measures provided. Such measures should be further reviewed and approved by the geotechnical consultant, prior to proceeding with any further construction. 26. The geotechnical consultant should review and approve all aspects of pool/spa and flatwork design prior to construction. A design civil engineer should review all aspects of such design, including drainage and setback conditions. Prior to acceptance of the pool/spa construction, the project builder, geotechnical consultant and civil designer should evaluate the performance of the area drains and other site drainage pipes, following pool/spa construction. 27. All aspects of construction should be reviewed and approved by the geotechnical consultant, including during excavation, priorto the placement of any additional fill, prior to the placement of any reinforcement or pouring of any concrete. Golden Surf Holdings, LLC . Appendix E File:e:\wp12\6300\6309a1.pge GCOSOtlS, InC. Page 12 28. Any changes in design or location of the pool/spa should be reviewed and approved by the geotechnical and design civil engineer prior to construction. Field adjustments should not be allowed until written approval of the proposed field changes are obtained from the geotechnical and design civil engineer. 29. Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet ofthe top of a slope, and/or H/3, where H is the height ofthe slope (in feet), will experience some movement or tilting. While the pool/spa shell or coping may not necessarily crack, the levelness of the pool/spa will likely tilt toward the slope, and may not be esthetically pleasing. The same is true with decking, flatwork and other improvements in this zone. 30. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. 31. Local seismicity and/or the design earthquake will cause some distress to the pool/spa and decking or flatwork, possibly including total functional and economic loss. 32. The information and recommendations discussed above should be provided to any contractors and/or subcontractors, or homeowners, interested/affected parties, etc., that may perform or may be affected by such work. JOB SAFETY General At GSI, getting the job done safely is of primary concern. The following is the company's safety considerations for use by all employees on multi-employer construction sites. On-ground personnel are at highest risk of injury, and possible fatality, on grading and construction projects. GSI recognizes that construction activities will vary on each site, and that site safety is the prime responsibility of the contractor; however, everyone must be safety conscious and responsible at all times. To achieve our goal of avoiding accidents, cooperation between the client, the contractor, and GSI personnel must be maintained. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of field personnel on grading and construction projects: Safety Meetings: GSI field personnel are directed to attend contractor's regularly scheduled and documented safety meetings. Safety Vests: Safety vests are provided for, and are to be worn by GSI personnel, at all times, when they are working in the field. Golden Surf Holdings, LLC GeoSoils, Inc. Appendix E File;e:\wp12\6300\6309a1.pge Page 13 Safety Flags: Two safety flags are provided to GSI field technicians; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. Flashing Lights: All vehicles stationary in the grading area shall use rotating or flashing amber beacons, or strobe lights, on the vehicle during all field testing. While operating a vehicle in the grading area, the emergency flasher on the vehicle shall be activated. In the event that the contractor's representative observes any of our personnel not following the above, we request that it be brought to the attention of our office. Test Pits Location, Orientation, and Clearance The technician is responsible for selecting test pit locations. A primary concern should be the technician's safety. Efforts will be made to coordinate locations with the grading contractor's authorized representative, and to select locations following or behind the established traffic pattern, preferably outside of current traffic. The contractor's authorized representative (supervisor, grade checker, dump man, operator, etc.) should direct excavation of the pit and safety during the test period. Of paramount concern should be the soil technician's safety, and obtaining enough tests to represent the fill. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic, whenever possible. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates the fill be maintained in a driveable condition. Alternatively, the contractor may wish to park a piece of equipment in front of the test holes, particularly in small fill areas or those with limited access. A zone of non-encroachment should be established for all test pits. No grading equipment should enter this zone during the testing procedure. The zone should extend approximately 50 feet outward from the center of the test pit. This zone is established for safety and to avoid excessive ground vibration, which typically decreases test results. When taking slope tests, the technician should park the vehicle directly above or below the test location. If this is not possible, a prominent flag should be placed at the top of the slope. The contractor's representative should effectively keep all equipment at a safe operational distance (e.g., 50 feet) away from the slope during this testing. The technician is directed to withdraw from the active portion ofthe fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location, well away from the equipment traffic pattern. The contractor should inform our personnel of all changes to haul roads, cut and fill areas or other factors that may affect site access and site safety. Golden Surf Holdings, LLC GeoSoilS, InC. Appendix E File;e:\wp12\6300\6309a1.pge Page 14 In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any ofthe above, the technician is required, by company policy, to immediately withdraw and notify his/her supervisor. The grading contractor's representative will be contacted in an effort to affect a solution. However, in the interim, no further testing will be performed until the situation is rectified. Any fill placed can be considered unacceptable and subject to reprocessing, recompaction, or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, we request that the contractor bring this to the technician's attention and notify this office. Effective communication and coordination between the contractor's representative and the soil technician is strongly encouraged in order to implement the above safety plan. Trench and Vertical Excavation It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation or vertical cut which: 1) is 5 feet or deeper unless shored or laid back; 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench; or 3) displays any other evidence of any unsafe conditions regardless of depth. All trench excavations or vertical cuts in excess of 5 feet deep, which any person enters, should be shored or laid back. Trench access should be provided in accordance with Cal/OSHA and/or state and local standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify his/her supervisor. The contractor's representative will be contacted in an effort to affect a solution. All backfill not tested due to safety concerns or other reasons could be subjectto reprocessing and/or removal. If GSI personnel become aware of anyone working beneath an unsafe trench wall or vertical excavation, we have a legal obligation to put the contractor and owner/developer on notice to immediately correct the situation. If corrective steps are not taken, GSI then has an obligation to notify Cal/OSHA and/or the proper controlling authorities. Golden Surf Holdings, LLC GeoSoilS, InC. Appendix E File;e:\wp12\6300\6309a1.pge Page 15 Original ground surface to be restored with compacted flli Toe of slope as shown on grading plan Compacted. Fill -Original ground surface Baclc-cut varies. For deep removals, backcut should be made no steeper than 1=1 (HV), or flatter as necessary for safety considerations. D - Anticipated removal of urwuitabie material (deptti per geoteclinical engineer) i Provide a 1=1 (HV) minimum projection from toe of slope as shown on grading plan to the recommended removal depth. Slope height, site conditions, and/or local conditions could dictate flatter projections. FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON DETAIL Plate E-3 Proposed grade Previously placed, temporary compacted fill for drainage only Unsuitable material (to be removed) To be removed before placing additional compacted fill Bedrock or approved native material REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL DETAIL Plate E-4 Reconstruct compacted fill alope at 2=1 or flatter (may increase or decrease pad area) Overexcavate and recompact replacement fill Back-cut varies Natural grade LProposed finish grade Avoid and/or clean up spillage of materials on the natural slope Bedrock or approved native material Typical benching (4-foot minimum) Subdrain as recommended by geotechnical consultant NOTES: 1. Subdrain and key width requirements will be evaluated based on exposed subsurface conditions and thickness of overburden. 2. Pad overexcavation and recompaction should be performed if evaluated necessary by the geotechnical consultant. DAYLIGHT CUT LOT DETAIL Plate E-11 Natural grade Subgrade at 2 percent gradfent, drainir>g toward street Typical benching Bedrock or approved native material 3- to 7-foot mrtmum* overexcavate and recompact per text of report rvm 1 CUT LOT OR MATERIAL-TYPE TRANSITION Proposed pad grade Natural grade Bedrock or approved native Typical benching material (4-foot minimum) overexcavate and recompact per text of report • Deeper overexcavation may be recommended by ttie geotechnical consultant in steep cut-fill transition areas, sucti ttiat tiie underlying topography is no steeper than 3=1 (H:V) CUT-FILL LOT (DAYLIGHT TRANSITION) TRANSITION LOT DETAILS Plate E-12 MAP VIEW NOT TO SCALE SEE NOTES Concrete cut-off wail B Top of slope 4-Inch perforated subcb'sin pipe (transverse) Gravity-f tow, nonperforated subdrain pipe (transverse) <I Toe of slope < 4-Inch perforated subdrain pipe (longltudlnal) Direction of drainage 2-inch-thlck sand layer SECTION NOT TO SCALE SEE NOTES VIEW Coping Pool encapsulated In 5-foot thiclcness of sand Vapor retarder 6-inch-thick ^avel layer 4-inch perforated subdrain pipe Coptig Sleet Pool > Gravity-ftow nonperforated—/Concrete subdrain pipe cut-off wall 2-inch-thick sand layer Vapor retarder Perforated subdrain pipe NOTES 1. 6-inch-thick, dean gravel {% to 1)^ Inch) sub-base encapsulated in Mrafi MON or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-cfiameter perforated pipe longitudna] connected to 4-inch-diameter perforated fxpe transverse. Connect transverse pipe to 4-inch-diameter nonperforated pipe at low point and outlet or to sump pump are& 2. Pools on fils thicker than 20 feet shoukJ be constructed on deep foundatkxis; otherwise, distress (tilting, cracking, etc.) shouki be expected. 3. Design does not apply to infinity-edge pods/spas. TYPICAL POOL/SPA DETAIL Plate E-17 2-foot X 2-foot X )^-inch steel plate Standard '^i-inch pipe nipple welded to top of plate %-inch X 5-foot galvanized pipe, standard pipe threads top and bottom; extensions threaded on both ends and added in 5-foot increments 3-inch schedule 40 PVC pipe sleeve, add in 5-foot increments with glue joints Proposed finish grade Bottom of cleanout ^'0°* VX XvX XvXvivivivivivXvivivXv: ! :^— Provide a minimum 1-foot I bedding of compacted sand NOTES: 1. Locations of settlement plates should be clearly marked and readily visible (red flagged) to equipment operators. 2. Contractor should maintain clearance of a 5-foot radius of plate base and withiin 5 feet (vertical) for heavy equipment. Fill within clearance area shoukJ be hand compacted to project specifications or compacted by alternative approved mettiod by the geotechnk;al consuttant (in writing, prtor to constructton). 3. After 5 feet (vertical) of fill is in place, contractor should maintain a 5-foot radius equipment clearance from riser. Place and mechanically hand compact initial 2 feet of fill prior to establishing the initial reading. In the event of damage to the settlement plate or extension resulting from equipment operating within the specified clearance area, contractor should immediately notify the geotechnical consultant and stioukJ t^e responsible for restoring the settlement plates to working order. An alternate design and method of installation may be provkied at the discretion of the geotechnical consultant. 4. 5. 6. SETTLEMENT PLATE AND RISER DETAIL Plate E-18 Finish grade 3 to 6 feet '^-inch-diameter X 6-inch-long carriage bolt or equivalent 6-inch diameter X 3)^-inch-long hole Concrete backfill TYPICAL SURFACE SETTLEMENT MONUMENT Plate E-19 SIDE VIEW Test pit TOP VIEW GeoSeiUi Inc. TEST PIT SAFETY DIAGRAM Plate E-20 BUILDING ENERGY ANALYSIS REPORT PROJECT: Paseo Del Norte 6798 Paseo Del Norte Carlsbad, CA 92009 Project Designer: Karnak Planning & Design 2802 State Street Suite C Carlsbad, CA 92008 (760) 434-8400 Report Prepared by: Timothy Carstairs, CEA, CEPE Carstairs Energy Calculations P.O. Box 4736 San Luis Obispo, CA 93403 (805) 904-9048 Job Number: 14-02042 Date: 4/8/2014 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by Energy; EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 2\ TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF-1 R Certificate of Compliance 3 Form MF-1 R Mandatory Measures Summary 11 Room Load Summary 14 EnergyPro 5.1 by EnergySoft Job Number: ID: 14-02042 User Number: 6249 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Paseo Del Norte Building Type IZ Single Family • Addition Alone • Multi Family Q Existing+ Addition/Alteration Date 4/8/2014 Project Address 6798 Paseo Del Norte Carlsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,433 Addition 1,562 # of Stories 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details. Area Cavity (ff) INSULATION Construction Type Special Status Wall Wood Framed None 1,809 Existing Door Opaque Door None 37 Existing Roof Wood Framed Attic R-11 1.871 Existing Slab Unheated Slab-on-Grade None 1,871 Perim = 230' Existing Wall Wood Framed R-13 2,039 New Door Opaque Door None 77 New Slab Unheated Slab-on-Grade None 379 Perim = 110' New Floor Wood Framed w/o Crawl Space R-19 804 New FENESTRATION u-Exterior Orientation Area(^f^ Factor SHGC Overhang Sidefins Shades Status Front (S) 117.4 1280 0.80 none none Bug Screen Existing Front (S) 33.3 0.530 0.65 none none Bug Screen Existing Left(W) 105.6 1.280 0.80 none none Bug Screen Existing Left(W) 46.7 0,530 0.65 none none Bug Screen Existing Rear(N) 30.0 1.280 0.80 none none Bug Screen Existing Right (E) 75.8 1.280 0.80 none none Bug Screen Existing Right (E) 40.0 0.530 0.65 none none Bug Screen Existing Front (S) 60.0 0.390 0.45 none none Bug Screen New Front (S) 80.0 0.530 0.65 none none Bug Screen New Left(W) 44.5 0.390 0.45 none none Bug Screen New Rear(N) 46.0 0.390 0.45 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Fumace 78% AFUE Wo Cooling 13.0 SEER Setback Existing 2 Gravity Wall Furnace 65% AFUE No Cooling 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status HVAC System Ducted Ducted Attic, Celling Ins, vented 4.2 Existing New HVAC System Ductless/No Fan Ducted Attic, Ceiling Ins, vented 4.2 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Small Gas 50 0.58 No Pipe Insulation New EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 2014-04-08X09:15:54 ID: 14-02042 Page 3 of 15 PERFORMANCE CERTIFICATE: Residential (Parti of5) CF-1R Project Name Paseo Del Norte Building Type IZI Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/8/2014 Project Address 6798 Paseo Del Norte Cailsbad California Energy Climate Zone CA Climate Zone 07 Total Cond. Floor Area 3,433 Addition 1,562 # of Stories 2 FIELD INSPECTION ENERGY CHECKLIST • Yes • No HERS Measures -- If Yes, A CF-4R must be provided per Part 2 of 5 of this form. • Yes • No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity (ff) Features (see Part 2 of 5) Status Roof Wood Framed Attic R-30 1,183 New FENESTRATION U- Exterior Orientation Area(/if^ Factor SHGC Overhang Sidefins Shades Status Right (E) 27.8 0.390 0.45 none none Bug Screen New HVAC SYSTEMS Qty. Heating MIn. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty- Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 2014-04-08T09:1S:54 10:14-02042 Page 4 of 15 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF-1R Project Name Paseo Det Norte Building Type Si Single Family • Addition Alone • Multi Family Q Existing+ Addition/Alteration Date 4/8/2014 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special iustification and documentation submitted. The HVAC System Fumace does not include a cooling system, field verification is not necessary. The HVAC System Wall Fumace 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. EnemvPro 5.1 by EnergySoft User Number: 6249 RunCode: 2014-04-08T09:15:54 ID: 14-02042 PageSof 15 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF-1R Project Name Building Type 12 Single Family • Addition Alone Date Paseo Del Norte • Multi Family \Z Existing+ Addition/Alteration 4/8/2014 ANNUAL ENERGY USE SUMMARY "•"^V (kBtu/ft^-yr) Standard Proposed Margin "•"^V (kBtu/ft^-yr) Space Heating 26.09 24.44 1.64 Space Cooling 18.35 19.55 -1.21 Fans 8.77 8.45 0.32 Domestic Hot Water 11.14 11.35 -0.21 Pumps 0.00 0.00 0.00 Totals 64.34 63.80 0.55 Percent Better Than Standard: 0.8% BUILDING COIVIPUES -NO HERS VERIFICATION REQUIRED Building Front Orientation: Number of Dwelling Units: Fuel Avaiiabie at Site: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Fenestration Average U-Factor: Average SHGC: cs; 180 deg 1.00 Natural Gas 804 2,250 9.7 0.84 0.67 Ext. Walls/Roof (S) (W) (N) (E) Roof Wall Area 1,132 1,200 1,132 1,205 3,054 TOTAL: Fenestration/CFA Ratio: Fenestration Area 291 197 76 144 0 707 20.6% 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. r f~'—I California Association of Building Energy Consultants CERTIFIED ENERGY ANALYST Timothy Carstairs ROS.06-210 The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Carstairs Energy Calculations Address P.O.Box 4736 Citv/State/Zip San Luis Obispo, CA 93403 Name ^''"of'/ Carstairs, CEA, CEPE Phone r805; 904-9048 4/8/2014 Signed 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 Kamak Planning & Design Address ^802 State Street Suite C Name City/State/Zip Car/sbad, CA 92008 Phone (760) 434-8400 Signed License # Date EnergyPro 5.1 by EneravSoft User Number: 6249 RunCode: 2014-04-08T09:15:54 ID: 14-02042 Paae 6 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Paseo Det Norte Building Type EZI Single Family • Addition Alone • Multi Family IZ Existing+ Addition/Alteration Date 4/8/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Azm Tilt Status Joint Appendix 4 Location/Comments Surface Type Area U- Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Wall 419 0.356 None 180 90 Existing 4.3.1-^1 Existing 1st Floor Wall 523 0.356 None 270 90 Existing 4.3.1-A1 Existing 1st Floor Wall 520 0.356 None 0 90 Existing 4.3.1-A1 Existing 1st Floor Door 20 0.500 None 0 90 Existing 4.5.1-A4 Existing 1st Floor Wall 347 0.356 None 90 90 Existing 4.3.1-Al Existing 1st Floor Door 17 0,500 None 90 90 Existing 4.5.1-A4 Existing 1st Floor Roof 1.871 0.079 R-11 0 0 Existing 4.2.1-A2 Existing 1st Floor Slab 1,871 0.730 None 0 180 Existing 4.4.7-A1 Existing 1st Floor Wall 195 0.356 None 90 90 Removet 4.3.1-A1 Existing 1st Floor Wall 94 0.102 R-13 180 90 New 4.3.1-A3 1st Floor Addition Door 20 0.500 None 180 90 New 4.5.1-A4 1 st Floor Addition Door 20 0.500 None 180 90 New 4.5.1-A4 1st Floor Addition Wall 283 0.102 R-13 270 90 New 4.3.1-A3 1 st Floor Addition Door 17 0.500 None 270 90 New 4.5.1-A4 1 st Floor Addition Wall 150 0.102 R-13 0 90 New 4.3.1-A3 1st Floor Addition Wall 480 0.102 R-13 90 90 New 4.3.1-A3 1st Floor Addition FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 1 Window 24.0 1,280 Default 0,80 Default 180 Existing Single Metal Clear Existing 1st Floor 2 Window 24.0 1,280 Default 0,80 Default 180 Existing Single Metal Clear Existing 1st Floor 3 Window 24.0 1,280 Default 0,80 Default 180 Existing Single Metal Clear Existing 1st Floor 4 Window 22.7 1.280 Default 0,80 Default 180 Existing Single Metal Clear Existing 1st Floor 5 Window 22.7 1,280 Default 0.80 Default 180 Existing Single Metal Clear Existing 1st Floor 6 Window 33.3 0,530 Default 0.65 Default 180 Existing Sliding Glass Door Existing 1st Floor 7 Window 76 1,280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 8 Wmdow 18.0 1,280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 9 Window 31.0 1.280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 10 Window 28.0 1.280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 11 Window 150 1.280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 12 Window 6,0 1280 Default 0.80 Default 270 Existing Single Metal Clear Existing 1st Floor 13 Window 46.7 0,530 Default 0.65 Default 270 Existing Sliding Glass Door Existing 1st Floor 14 Window 6.0 1,280 Default 0.80 Default 0 Existing Single Metal Clear Existing 1st Floor 15 Window 6,0 1,280 Default 0.80 Default 0 Existing Single Metal Clear Existing 1st Floor 16 Window 18,0 1,280 Default 0.80 Default 0 Existing Single Metal Clear Existing 1st Floor (1) U-Factor Type: (2) SHGC Type: 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC: NFRC = Labeled Labeled Value Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hgt Dist Len Hgt 1 Bug Screen 0,76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 Bug Screen 0.76 EnergyPro 5.1 by EnergySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 7 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Paseo Del Norte Building Type IZI Single Family • Addition Alone • Multi Family d Existing* Addition/Alteration Date 4/8/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Door 20 0,500 None 90 90 New 4.5.1-A4 1st Floor Addition Slab 379 0.730 None 180 New 4.4.7-A1 1st Floor Addition Floor 804 0.048 R-19 180 New 4.4.2-A4 2nd Floor Addition Wall 288 0,102 R-13 180 90 New 4.3.1-A3 2nd Floor Addition Wall 181 0.102 R-13 270 90 New 4.3.1-A3 2nd Floor Addition Wall 366 0.102 R-13 90 New 4.3.1-A3 2nd Floor Addition Wall 197 0.102 R-13 90 90 New 4.3.1-A3 2nd Floor Addition Roof 1,183 0.031 R-30 New 4.2.1-A20 2nd Floor Addition FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 17 Window 79 1.280 Default 0.80 Default 90 Existing Single Metal Clear Existing 1st Floor 18 Window 18,0 1.280 Default 0,80 Default 90 Existing Single Metal Clear Existing 1st Floor 19 Window 12.0 1.280 Default 0,80 Default 90 Existing Single Metal Clear Existing 1st Floor 20 Window 12,0 1.280 Default 0.80 Default 90 Existing Single Metal Clear Existing 1st Floor 21 Window 12,0 1.280 Default 0,80 Default 90 Existing Single Metal Clear Existing 1st Floor 22 Window 13,9 1.280 Default 0,80 Default 90 Existing Single Metal Clear Existing 1st Floor 23 Window 40,0 0.530 Default 0,65 Default 90 Existing Sliding Glass Door Existing 1st Floor 24 Window 160 0.390 NFRC 0.45 NFRC 180 New Double Non Metal Clear 1 st Floor Addition 25 Window 28.0 0.390 NFRC 0.45 NFRC 180 New trouble Non Metal Clear 2nd Floor Addition 26 Window 16,0 0,390 NFRC 0.45 NFRC 180 New Double Non Metal Clear 2nd Floor Addition 27 Window 40,0 0,530 Default 0.65 Default 180 New Sliding Glass Door 2nd Floor Addition 28 Window 40.0 0,530 Default 0,65 Default 180 New Sliding Glass Door 2nd Floor Addition 29 Window 28,0 0.390 NFRC 0,45 NFRC 270 New Double Non Metal Clear 2nd Floor Addition 30 Window 9,0 0.390 NFRC 0,45 NFRC 270 New Double Non Metal Clear 2nd Floor Addition 31 Window 75 0.390 NFRC 0,45 NFRC 270 New Double Non Metal Clear 2nd Floor Addition 32 Window 7.0 0.390 NFRC 0.45 NFRC 0 New Double Non Metal Clear 2nd Floor Addition (1) U-Factor Type: (2) SHGC Type: 116-A = Default 116-B = Default Table from Standards, Table from Standards, NFRC = Labeled Value NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Overhang Left Fin Right Fin ID Exterior Shade Type SHGC Hgt Wd Len Hgt LExt RExt Dist Len Hqt Dist Len Hat 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 EnergyPro 5.1 by EnerqySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 PageSof 15 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF-1R Project Name Paseo Det Norte Building Type 0 Single Family • Addition Alone • Multi Family • Existing+ Addition/Alteration Date 4/8/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Factor Insulation Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U-Factor' SHGC" Azm Status Glazing Type Location/Comments 33 Window 7.0 0.390 NFRC 0,45 NFRC 0 New Double Non Metal Clear 2nd Floor Addition 34 Window 16.0 0.390 NFRC 0,45 NFRC 0 New Double Non Metal Clear 2nd Floor Addition 35 Window 16.0 0.390 NFRC 0.45 NFRC 0 New Double Non Metal Clear 2nd Floor Addition 36 Window 13.9 0.390 NFRC 0.45 NFRC 90 New Double Non Metal Clear 2nd Floor Addition 37 Window 13.9 0.390 NFRC 0,45 NFRC 90 New Double Non Metal Clear 2nd Floor Addition (1) U-Factor Type: (2) SHGC Type: 116-A = Default Table from Standards, NFRC = Labeled Value 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hgt Wd Len Hgt LExt RExt Overhang Left Fin Dist Len Hgt Dist Len Right Fin Hgt 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug Screen 0.76 37 Bug Screen 0.76 EnergyPro 51 by EnerqySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Paqe 9 of 15 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF-1 R Project Name Paseo Del Norte Building Type 0 Single Family • Addition Alone • Multi Family IZ Existing* Addition/Alteration Date 4/8/2014 BUILDING ZONE INFORMATION System Name Zone Name Floor Area (ft") Volume Year Built System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Existing 1st Floor 1,871 18,710 1969 New HVAC System 1 st Floor Addition 37' ) 3,790 2nd Floor Addition 1,18: ! 10,647 Totals 1,562 1,871 0 0 HVAC SYSTEMS System Name Qty. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 1 Centrai Furnace 78% AFUE No Cooling 13.0 SEER Setback Existing New HVAC System 2 Gravity Wali Fumace 65% AFUE No Cooling 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Cooling Duct Location Duct R-Value Ducts Tested? Status HVAC System Ducted Ducted Attic. Ceiling Ins, vented 4,2 • Existing New HVAC System Ductless/No Fan Ducted Attic, Ceiling Ins. vented 4.2 • New • • • WATER HEATING SYSTEMS System Name Qty. Type Distribution Rated Input (Btuh) Tank Cap. (flal) Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status Standard Gas 50 gal or Le 1 Small Gas No Pipe Insulation 40,000 50 0.58 n/a n/a New MULTI-FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft) Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. Control Qty. HP Plenum Outside Buried Add Vz" Insulation System Name Pipe Length Pipe Diameter Insul. Thick. • • • • • EnergyPro 51 by EnerqySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 10 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3) MF-1R Project Name Paseo Del Norte Date 4/8/2014 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF-1 R, CF-1 R-ADD, or CF- 1 R-ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF-1 R Form with plans. Building Envelope Measures: §116(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of §10-111 (a). §117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. §118(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on CF-6R Form. §118(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(1) when the installation of a Cool Roof is specified on the CF-1 R Form. *§150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R-Value. *§150(c): Minimum R-13 insulation in wood-frame wall or equivalent U-factor. *§150(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM El677-95(2000) when specified on the CF-IR Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150(e)1A: Masonry or factory-built fireplaces have a closable metal or glass door covering the entire opening ofthe firebox. §150(e)1 B: Masonry or factory-built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight-fitting damper and or a combustion-air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified bythe Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High-Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(1)1 A: Storage gas water heaters rated with an Energy Factor no greaterthan the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(1)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water-heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non-recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-B. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(1)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(i)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 51 by EnergySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 11 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3) MF-1 R Project Name Paseo Del Norte Date 4/8/2014 §150(m)1: All air-distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602,603, 604, 605 and Standard 6-5; supply-air and return-air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct-closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150(m)7: Exhaust fan systems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150(m)10: Flexible ducts cannot have porous inner cores. §150(0): 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 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line-voltage socket or line- voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw-base socket. §150(k)6: Lighting integral to exhaust fans, in rooms otherthan kitchens, shall meet the applicable requirements of §150(k). §150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ftz or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi-scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual-on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 51 by EnergySoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 12 of 15 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3) MF-IR Project Name Paseo Del Norte Date 4/8/2014 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residentiai site is not required to comply with §150(k)11. §150(k)12: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Undenwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptioni to §150(k)13 may be controlled by a temporary override switch which bypasses the motion sensing function provided thatthe motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be high efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)15: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130,132,134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130,131,134, and 146. §150(k)16: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensor(s) certified to comply with the applicable requirements of §119. EnergyPro 51 by EnergySofl User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 13 of 15 ROOM LOAD SUMMARY Project Name Paseo Del Norte Date 4/8/20^4 System Name HVAC System Floor Area 1,871 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible Existing 1st Floor Existing 1st Floor 1 2,170 43,508 1,415 2,170 43,508 1,415 1,449 54,670 PAGE TOTAL TOTAL * 2,170 43,508 1,415 1,449 54,670 PAGE TOTAL TOTAL * 2,170 43,508 1,415 1.449 54,670 * Total includes ventilation load for zonal systems. EnergyPro 51 by EneravSoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Page 14 of 15 ROOM LOAD SUMMARY Project Name Paseo Det Norte Date 4/8/2014 System Name New HVAC System Floor Area 7,562 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK Zone Name Room Name Mult. CFM Sensible Latent CFM Sensible Latent CFM Sensible 1 st Floor Addition 1st Floor Addition 1 126 2,638 165 126 2,638 165 219 8,744 2nd Floor Addition 2nd Floor Addition 1 531 11,147 916 531 11,147 916 322 12852 PAGE TOTAL TOTAL * 657 13,785 1,081 541 21,596 PAGE TOTAL TOTAL * 657 13,785 1,081 541 21,596 * Tolal Includes ventilafion load for zonal svstems. EnergyPro 51 by EneravSoft User Number: 6249 RunCode: 2014-04-08709:15:54 ID: 14-02042 Paae 15 of 15 Janet Altar From: Sent: To: Subject: Farzan Dehmoubed <info@goldeneyennedia.com> Tuesday, June 03, 2014 10:50 AM Janet Altar Re: Plan Check Fee Hi Janet, Hope you are doing well. As discussed last week, I think I would like to go ahead with a address change for my house at 6798 Paseo Del Norte and the new add-on (6796 Paseo Del Norte). It just doesn't make sense to have my entrance and house facing Cam De Las Ondes and my address and mail bqx of Paseo Del Norte. I've even had people steel my mail because the mail box is in the middle ofthe street with no house close by :) Please let me know what is needed so we can make the needed change. Thank you for your time, Farzan Dehmoubed 6798 Paseo Del Norte, Carlsbad, CA 92011 760-688-9962 From: Janet Altar <Janet.Altar@carlsbadca.gov> Date: Tuesday, May 13, 2014 at 2:54 PM To: Farzan <info@goldenevemedia.com> Subject: RE: Plan Check Fee This was not a complete estimate, rather an outline of additional fees from Building ONLY. I don't remember the discussion but I'm sure 1 clarified it when I sent it. 1 am never sure what other divisional fees may be until I see them entered on the permit. Janet Prom: Farzan Dehmoubed fmailto:info(S)goldenevemedia.com1 Sent: Tuesday, May 13, 2014 5:46 PM City of Carlsbad Faraday Center Faraday Cashiering 001 1416901-2 05/18/2014 149 Wed, Jun 18, 2014 03:19 PM Receipt Ref Nbr: R1416901-2/0028 COPIES - COPIES, HANDOUTS Tran Ref Nbr: 141690102 0028 0033 Name: 06/18/14 Amount: Item Subtotal: Item Total: @ $195.00 $195.00 $195.00 1 ITEM(S) TOTAL: $195.00 :redit Card (Auth# 574743) $195.00 Total Received: $195.00 iave a nice day! ^*************CUSTOMER COPY************* TOTAL CHARGE CHARGE Janet Altar From: Sent: To: Cc: Subject: Janet Altar Thursday, July 10, 2014 9:13 AM John Addleman; Janet Altar; Michelle Angel (mangel@olivenhain.com); Rosie Arcia (rarcia@vwd.org); Dominic Arguelles; Karlene Bloom; Mary Brehmer; Barbara Hale Carter; Martie demons; D. Connealy; Steven Fisher (slicbox@att.com); Will Foss; Zac Garcia (zgarcia@vwd.org); Jennifer Gowen; Lee Henderson; Melissa Hernandez; Jerome Janus; Frank Jessie; Ziliah Johnson; Eileen Koonce; Maria Kraus; Rick Lewis (rlewis@carlsbadusd.net); Joan Mabrouk; Susan Marientes (susan.marientes@sdcounty.ca.gov); Lucienne McCauley; Julie; Mike Peterson; Matthew Pinell; Mario Remillard; M. Roberts (mroberts@olivenhain.com); Gregory Ryan; Christopher Sedillo; Sandi Seffens (sandra.g.seffens@usps.gov); Angela Smith (angela.smith@sdsheriff.org); Maria Smith; Christina Wilson; Joan Wrobleski-Olah; David Young Farzan Dehmoubed CHANGE OF ADDRESS RE: 214-531-51-00 The address for the residence on this lot is changing from 6798 Paseo Del Norte to 1000 Camino de las Ondas. In addition, the second dwelling unit now under construction will be addressed 1002 Camlno de las Ondas. Please contact me ifyou have additional questions. JcMietr Altar Building Technician li ^ City of Caiisbad 1635 Faraday Ave. Carlsbad, CA 92008 760-602-2717 www.carisbadca.gov f T CARLSBAD CERTIFICATION OF SCHOOL FEES PAID Deyelofiment Services Building Oepartfner>t 163S Faraday Avenue 760-602-2719 www.carisbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issying a building permit. The City will not issue any building permit without a completed school fee form, Project Name Building Permit Plan Check Number: Golden Surf Holdings Project ID: GT/MS: C814-0571 Project Address: ^ 6796 Paseo del Norte ^ f j APN Project Applicant (Owner Name): Project Description. Building Type Residential: 214-531-51-00 Golden Surf Holdings Second Dwelling Bssi<jentiat NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: 638 Square Feet of Living Area in SDU Residential Additions; Net Square Feet New Area Commercial/I nd ustrial: City Certification of Net Square Feet New Area Applicant information.- JiHiA^t Alt^K Date 04/21.''13 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD ^ Carlsbad Unified School District 6225 El Camino Real Cartsbad CA 92009 s760-331-5000) [~1 Encinitas Umon School Disirict 101 South Rancrio Santa Fe Rd Enciratas. CA 92024 (160-944-4:300 .x1166) Q Vista Unified School District 1234 Arcadia Drive Visla CA 92083 (760-726-2170) Q] San Marcos Unified School District 2-5 5 Pico Ave Ste. 100 San Marcos, CA 92069 (760-290-2649) Cisntact; Nancy Dolce (By Appt. Only) LJ San Dieguito Union High Schoo! District-By Appointment Only 684 Requeza Dr. Encsnstas. CA 92024 (760-753-6491 x5514) Certification of Applicant'Owrters The person e-xecufing this deciaralion ( "Owner") certifies under penalty of perjury tiia! (1) ttie informayon provided above is correct and true to l^ie best of the Owner's knowledge, and that the Owner Will file an amended certification of payment and pay the additional fee if Ov.'ner requests an increase m the number of dwelling urats or square footage after lhe building perrnit is issued or ifthe iriltial determination of units or square footage is found to be incorrect and that (2) fhe Owner is the owner/developer of the above described project(s|. or that the person executing this declaration is aulhorized to sign oc betiaif ol ttie Owner. 3-34 Page 1 of 2 Rev 03/09 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THiS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED, SCHOOL DISTRiCT; The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid ail amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICIAL £ \/ 7 f PMA ^ ^ —CARLSBAO yWRIED SCHOOL SISmiCT NAME OF SCHOOL DISTRICT 6225 EL CAMiNO REAL DATE PHONENUMBER _., , Signaiure: Dale: Page 2 of 2 Rev 03..09 ^ CITY OF CARLSBAD PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET B-18 Development Services Building Division 1635 FaradayAvenue 760-602-2719 www.carisbadca.gov Project Address: Permit No.: Information provided below refers to worb being done on the above mentioned permit only. This form must be completed and returned to the Buildinq Division before the permit con be issued. Building Dept. Fax: (760) 602-8558 Number of new or relocated fixtures, traps, or floor drains New building sewer iine? Ves ^ No Number of new roof drains? ^ Install/alter water line? , Number of new water heaters? ^ Number of new, relocated or replaced gas outiets? 3* Number of new hose bibs? / Residential Permits: ^ New/expanded service: Numbep of new amps: —' Minor Remodel only: Ves 1/^ No Commercial/industrial: Tenant Improvement: Number of existing amps involved in this project: Number of new amps involved in this project: New Construction: 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 fumaces, A/C, or heat pumps? ^ New or relocated duct worb? Ves No Number of new fireplaces? -s- Number of new exhaust fans? Relocate/install vent? ^ Number of new exhaust hoods? / Number of new boilers or compressors? Number of HP B-18 Page 1 of 1 Rev. 03/09 ^ CITY CARLSBAD O F STORM WATER COMPUANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carisbadca.gov STORIVI WATER COMPLIANCE CERTIFICATE My project is not in a category of pennit types exempt from the Constmction SWPPP requirements My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to neartiy receiving waters by way of storm v\«ter runoff or non-storm water dlscharge(s). <^ My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 ofthe Carlsbad Municipal Code) >^ My project will not result in 2,500 square feet or more of soils disturbance including any associated 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 • dlsturt)ed area is located along or within 30 feet of a storm drain Inlet, an open drainage channel or watercourse; and/or • construction VIAII 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 SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER'S AGENT NAME (PRINT) OWNIER(S)?^NER'S AGEl^NAME (SIGNATURE) DATE 1 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 PIJ^CE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES PROJECT INFORMATION Site Address: Assessor's Parcel Number: Project ID: Construction Pennit No.: Estimated Construction Start Date Project Duration Months. Emergency Contact: Name: 1 24 hour Phone: V____Pecceived Threat to Storm Water Quality t] Medium [j\ Low If medium box is checked, must attach a site plan sheet showing proposed vrork area and location of proposed structural BMPs For City Use Only CITY OF CARLSBAD STANDARD TIER 1 SWPPP Approved By: _ Date: E-29 Page 1 of 3 REV 4/30/10 SDGl A Sempra Energy utinty- Wanted Date: ON INSPECTION ELECTRIC UNDERGROUND METER & SERVICE LOCATION Customer Copy D Traffic Control Permit Required. Excavation/EnCToachment Permits Required By Customer Service Type: UG Senflce Rewire ProjectNo: 458211 JobNo: 010 Project Title: DEHMOUBED RESIDENCE (SOT) Project Wess: 6798 PASEO DEL NORTE ProjectClty: CARLSBAD Contact FARZAN DEHMOUBEB Customer Phone #: Contact Ptione ft 760-688-9962 Setvice Attachment Point and/or Meter Location: CuStOmer tO remoVe existing pull-can, Install new 200-amp meter panel at existing panel location and extend existing 2" conduit riser on wall. Note: Customer is responsible for existing conduit condition. If conductors cannot be reconnected due to substandard or damaged conduit customer is advised they cannot be reconnected until they can trench and replace the conduit from the panel to the source. Call SDG&E Wendy at 760-476-5611 to schedule a morning disconnect with an aftemoon reconnect provided that the City/County releases Inspection to SDG&E by 2:00 PM on the same day the crew Is scheduled. To avoid delays with reconnection, your permit should read (Customer Outage Involved). D SDG4E Application Requred - Call: 1 -800-411 -7343 Municipal Inspection Required By City of Carlsbad Meter heigtit - 4t)' min, (S'O" min. for multiple meter installation) - 63' max. From finish yade to centerline of meter base. Meters Bie required to be readly accessible 24 hours per day. Meters must be bcated in a safe area free of any potentially hazardous or dangerous condition, Prcwide 3-ft. X 3-ft Mffiimum ctear and level working space in front of meter Where meter room is proposed, contact the planner at ttie nearest SDG&E office. Meter bases and meter servKe disaxinects must be located at or immediately adjacent to each other and be identified wWi address and unit number it sen/es, PROCEDURE FOR INSTALLATION 1. PHONE DIG ALERT 1-800-227-2600 AT LEAST TWO DAYS PRIOR TO TRENCHING FOR LOCATION OF UNDERGROUND UTILITIES, 2. Phone SDGSE at 760-476-5611 forthe following; • 3 working days prior to trenching to arrange pre-meet with inspector and initiate trenching process, • After excavation of trendi, installation of conduit and service entrance equipment at meter location, CALL FOR INSPECTION, Do not cover conduit without inspector's written approval to backfill. When trench is backfilled and compacted, CALL FOR INSPECTION. If service entrance equipment is installed after backflll, CALL FOR INSPECTION OF THE EQUIPMENT. 3. Meter cannot be set until Inspector has approved installation, including service equipment and receipt of Power Source: 304-616 1 Structure Number: EXISTING HANDHOLE Joint Trench with: Handhole Installed by: BQnd Installed by: Type: Conduit Installed by: Customer CondultSize: 1 - DB 2" Stee Panel Rating: 200 Number/Sizeof Main Switch: 1/200 Voltage: 120/240 #of Wires: 3 Phase: Sinqle Utilities Maximum Contribution to Fault Current 10OOO Amps Metering: Self-Contained Meter Clips: 4 Temp Service Charge Due on First Bill $ T.B. 1127-A5 CustomerType: Residential Date Prepared; 09/09/2014 CABi;MOC6L»gOMDAS Additonal Information: D Right-of-v»ay Required Assessor's Parcel Numtier; Please call your Sen/ice Coordinator Wendy Jensen at 760-476-5611 with questions about applicatioa inspection, construction installation and to schedule a crew. City/County inspection will have to be received prior to 2:00 p.m. on the same day as the disconnect to allow SDG&E crew enough time for reconnection of senrice on the same day. If SDG&E encounters hazardous cr tone materiel whil« perfonning construction of your prefect SDGSE w(l halt worit rnmediately end K wil be your responsiblity to remewe and/or dean up al hazardous cr toxic material prior to SDGSE conliniing construction. SDG&E shel hei^eno lability or obigation whatsoever to deen up, rentove or remediate any hezerdous cr toidc materials discovered during die course of ccnslrudion untoes it is through negligence of SDGiE, Customer-owned fedl^ to reeehre etedrical serwware subject to el appleabie toctd and state of Celfomie inspecdon authcrity requrements, Buiding address and/o meter base must be posted prior to meter set Infbnnelion on this sheet is void after six (6) monttis from dale. Keep this notice withbuiting All Inst alefonspeifcrmed under this order must meet SDG&E standards unless a written deviation hasbeen njproved. Planner: AMY P MCBROOM Telephone: 760-476-5610 <^':r'- ^ CITY OF CARLSBAD SPECIAL INSPECTION AGREEMENT B-45 In accordance with Chapter 17 of the CaiHomia Building Code the following must l>e conn pleted when work t>eing performed requires speciai inspecUon, structural observation and construction materiai testing. Pfoiect/Permit: ^J^Alkli^jVTproject M'ir'^'^<^- (^^S^ O V-i ^tarV ,CC^ i ^ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHOfMZED AGENjr. Please check if you are Owner-^Builder •. {If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Rease prtitl. (First) (Ml.) / yl I Mailing AdcJress;; Email: \'^^Q. ^'olLen^ i.^^)ry^\<\ . C nfi^ Phone:J?^Q 99^6 I am: •roperty Owner QProperty Owner's Agent of Record QArchitect of Rec ord QEngineer of Record State of Califomia Registration Numbeii. Expiratior Date: AGREEMENT: I, the undersigned, declare under penatty of perjury under the laws of understand, acknowledge and pronrtise to comply with lhe City of Carlsbad requirenlenls observations, construction materiais testing and off-site fabrication of building compor|ients, special inspectionsjiQl^d on the approved plans and, as required by the California Bui SignaturBi_ ^^^c-^-^yTX-^^y-^.*^ Date: B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706}. Th is isection must be completed by the contractor / builder / owner-builder. Contractor's Company Name:_ Name: (Rease prinl) \~^l^*^ tt Ksa) (M.I.) . Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov he State of Califomia, that I have read, for special inspections, structural , as prescribed in the statement of Iding Code. pfe me check if you Owner-Builder fik^ (li»S!) Mailing Address:^ Phone:_ Expiratio i Oate: Email: i A Vo o \ X^^^r^ m f^rZ- State of Califomia Contractor's License Number: • I acknowledge and, am aware, of special requirements contained In the statement of special inspections noted on the approved plans; • I acknowledge tfiat control will be exercised to obtain conformance with the construction documents approved by the bullding offidal; tuilding oftiaal; I win have in-place procedures for exercising control within our (the cotitractor's) organization, for the method and frequency of reporting and the distribution of the reports; and I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. will providle a final report / letter in compliance with CBC Section 1704.1.2 orior to reauestina final inspection. Signature: . ""l^/? r> _Date: B-45 1 Ofl Rev. 08/11 Mr Craig A Bechte», Master o» Spectat Inspection - 526S295 Commereial Buiidmg Inspecior - Exp. 051061201S Retf^orcei* Omcrmi Specif Inspector - Exp OS«6/2015 Sttuctufal Steei and BoHirta Spsctai Ir^spactor - Exp OS/06;201S f Cfais A Bechtel. Master of Special Ittspectlon • 52tS29S Mutar of Special inspectton - Exp, 09/06/2015 Stnictural: Masonry Special tnspector - Exp. 05/06/2015 Structural Wstding Speoial Inspectof • Exp, 05/06/2015 THE CITY OF SAN OIEGO SPEOAL INSPECTOR CERTIFICATE Name: CRAIG BECHTEL Certificate No.: 1024 3te NO.: • Decemb*F3T,2016 . gxpiratlor' Decenr!l)<r 31, ZUlO .,,„„j,^..-.seecl»iinsi»cS5n«'!'^'""' I City of Carlsbad Permit No: Address VALUATION WORKSHEET Building Division Assessor Parcel No. Date By Type of Work Area of Work Multiplier VALUE SFD and Duplexes $110.17 $0.00 Residential Additions 638 $131.73 $84,043.74 Remodels / Lofts 0 $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums $28.74 $0.00 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio 0 $15.51 $0.00 Decks/Balconies/Stairs 0 $15.57 $0.00 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL Valuation: $84,044 Comm/Res (C/R): C Building Fee $622.12 Plan Check Fee $435.48 Strong Motion Fee $18.00 Green BIdg. Stand. Fee $1.00 Green BIdg PC Fee $150.00 License Tax/PFF $2,941.53 License Tax/PFF (in CFD) $1,529.60 CFD 1st hour of Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD $84,043.74 CFD 0 Yes (PFF= •1.82%] B No (PFF = 3.5%) Land Use: Density: Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD Explanation: City of Carlsbad Permit No: Address VALUATION WORKSHEET Building Division Assessor Parcel No. Date By Typeof Work Areaof Work Multiplier VALUE SFD and Duplexes $110.17 $0.00 Residential Additions 924 $131.73 $121,718.52 Remodels / Lofts 0 $57.48 $0.00 Apartments & Multi-family $98.20 $0.00 Garages/Sunrooms/Solariums 794 $28.74 $22,819.56 Patio/Porch/Carport $9.58 $0.00 Enclosed Patio 0 $15.51 $0.00 Decks/Balconies/Stairs 885 $15.57 $13,779.45 Retaining Walls, concrete,masonry $19.16 $0.00 Pools/Spas-Gunite $40.72 $0.00 Tl/Stores, Offices $37.12 $0.00 Tl/Medical, restaurant, H occupancies $50.30 $0.00 Photovoltaic Systems/ # of panels $400.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Fire Sprinkler System $3.11 $0.00 Air Conditioning - commercial $5.03 $0.00 Air Conditioning - residential $4.19 $0.00 Fireplace/ concrete, masonry $3,855.98 $0.00 Fireplace/ prefabricated Metal $2,621.34 $0.00 $0.00 $0.00 TOTAL $158,317.53 Valuation: $158,318 CFD 1.82%) 0 No (PFF = 3.5%) Comm/Res (C/R): C 0 Yes (PFF= CFD 1.82%) 0 No (PFF = 3.5%) Building Fee $926.90 Land Use: Plan Check Fee $648.83 Density: Strong Motion Fee Green BIdg. Stand. Fee Green BIdg PC Fee License Tax/PFF License Tax/PFF (in CFD) $33.00 $4.00 $150.00 $5,541.11 $2,881.38 Improve. Area: Fiscal Year: Annex. Year: Factor: CREDITS PFF and/orCFD CFD Explanation: CREDITS PFF and/orCFD isthourof Plan CheckFire Expedite Plumbing TBD Mechanical TBD Electrical TBD PC140007 6798 PASEO DEL NOlTTE "URF: CREATE 2DU & AIN HOME C6131045 6798 PASEO DEL NORTE GOLDEN SURF: NEW 794 SF GAR/ 505 SF ROOF DECK / 379 SF MUD RM & STAIRS / 545 SF •^R GARAGE//MOVE GAS %LTO200A RDSON - ^.O^ ^^^^ Cftl40571 6796 PASEO DEL NORtE GOLDEN SURF: 638 SF SECOND DWELLING UNIT nniiiwp. Appr BUILOING PLANNING • CV Date ENGINEERING Cf^i FIRE Expedite? Y y//>r//y I ^ <i-lii» //y By AFS Checked by: HazMat APCD Health Forms/Fees Sent Reed Due? Encina Fire HazHealthAPCD PE&M School Sewer Stormwater Special Inspection CFD! Y <NP LandUse: Density: ImpArea: FY: Annex: By y N Factor: PFF:^CN3 Comments Date Oate Building Planning Engineering Fire Date Date 5/^ Need? • Done SW • Done ued