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1585 TRITON ST; ; CBR2018-1891; Permit
(ityof Carlsbad Permit No: CBR2018-1891 Status: Closed - Finaled Residential Permit Print Date: 12/18/2023 Job Address: 1585 TRITON ST, CARLSBAD, CA 92011 Permit Type: BLDG-Residential Work Class: Single Family Detached Parcel #: 2150705100 Track 4*: Valuation: $605,398.41 Lot 4*: Occupancy Group: Project 14: DEV2017-0139 44of Dwelling Units: 1 Plan 14: Bedrooms: 4 Construction Type:VB Bathrooms: 4.5 Orig. Plan Check 14: Occupant Load: Plan Check 14: Code Edition: Sprinkled: Project Title: FRANCIS RESIDENCE Description: FRANCIS: 3,721 SF NEW SFD, 664 SF GARAGE W/ ROOF DECK, 100 SF PATIO Applied: 08/06/2018 Issued: 02/28/2020 Finaled Close Out: 12/18/2023 Final Inspection: 12/13/2023 INSPECTOR: Renfro, Chris Kersch, Tim Property Owner: Contractor: MARK FRANCIS MATT COBLE 3385 BLODGETT DR 22921 SAN VICENTE RD COLORADO SPRINGS, CO 80919-4537 RAMONA, CA 92065-4412 (719) 265-6900 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $2,355.00 BUILDING PLAN CHECK FEE (BLDG) $1,648.50 COMMUNITY FACILITIES DISTRICT (CFD) FEE - RES $2,419.79 DRAINAGE FEE PLDA D Low Runoff $1,314.32 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $16.80 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $79.20 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $110.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $224.00 PUBLIC FACILITIES FEES - inside CFD $11,018.25 5B1473 GREEN BUILDING STATE STANDARDS FEE $25.00 SDCWA SYSTEM CAPACITY 0.75 (3/4") Displacement $5,301.00 SEWER BENEFIT AREA FEES - L $1,643.00 SEWER CONNECTION FEE (General Capacity all areas) $982.00 STRONG MOTION-RESIDENTIAL $78.70 TRAFFIC IMPACT Residential Single Family w/in CFD $3,240.00 WATER METER FEE 1" Displacement (P) $282.00 WATER SERVICE CONNECTION 0.75' (3/4") DISP (P) $6,251.00 WATER TREATMENT CAPACITY 0.75' (3/4") Displacement $147.00 Total Fees: $37,310.56 Total Payments To Date: $37,310.56 Balance Due: $0.00 Building Division Page 1 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov AM of Building Permit FinaOed Carlsbad Residential Permit Print Date: 12/18/2023 Permit No: CBR2018-1891 NOTICE: Please take NOTICE that approval of your project includes the 'imposition of fees, dedications, reservations, or other exactions collectively referred to as fees.' You have 90 days from the date this permit was issued to protest the imposition of these fees. To protest the imposed fees, you must follow the protest procedures set forth in Government Code Section 66020(a) and file the protest with the City Manager. Failure to timely follow the required procedures will bar any subsequent legal action to attack, review, set aside, void, or annul the imposition of these fees. You are FURTHER NOTIFIED of your right to request an audit to review the fees imposed on your project. To request an audit, follow the procedures provided in Government Code Section 66023(a). Additionally, you may file a written request for mailed notice for the public meeting to review the fee account or fund information related to certain fees that are imposed as a result of the approved permit. You are FURTHER NOTIFIED that your right to protest the specified fees DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project, NOR DOES IT APPLY to any fees of which you have previously been given a NOTICE similar to this, and the statute of limitation has expired. Building Division Page 2 of 2 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 442-339-2719 1 760-602-8560 1 I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: li PLANNING ENGINEERING BUILDING D FIRE HEALTH Ej HAZMATIAPCD Building Permit Application Plan Check NoC620- I Est. Value 53 -4L 1635 Faraday Ave., Carlsbad, CA 92008 f Ph: 760-602-2719 Fax: 760-602-8558 Cd1sbad email: building@carlsbadca.gov Plan Ck. Deposit Date B- (..o iP swppp I www.carlsbadca.gov JOB ADDRESS 1585 Triton Street, Carlsbad, CA 92011 /1 N/A I APN 215 - 070 - 51 - 00 T/PR0JECT# LOT# PHASE# I#0FUN11S I#BEDROOMS I# BATHROOMS TENANT BUSINESS NAME IC0NSTR.TPE I 0CC. GROUP I I 4 I 4.5 I N/A I VB DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) Construction of a new 3,721 square foot, 4 bedroom, 4.5 bathroom, 2 story home plus a 664 square foot 3 car garage and a roof deck on an 8,344 square foot vacant lot SW of the intersection of Black Rail Road and Poinsettia Lane, with site improvements, hardscape, driveway! motorcourt with an affected area of 3,104 square feet, EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS (SF) I FIREPLACE lAIR CONDITIONING I FIRE SPRINKLERS Vacant Land Single Family 664 100 I DECKS(SF) 723 I''EsI 3 NO YES NO YESNO APPLICANT NAME Mark D. Francis PROPERTY OWNER NAME Mark D. Francis Prinary Contact ADDRESS 3385 Blodgett Drive ADDRESS 3385 Blodqett Drive CITY STATE ZIP Colorado Sprinqs, CO 80919 CITY STATE ZIP Colorado Sprinqs CO 80919 PHONE IFAX PHONE IFAX 719-265-6900 719-272-8051 719-265-6900 719.272-8051 EMAIL mdfesqcearthl ink. net EMAIL mdfesq(earthlink.net DESIGN PROFESSIONAL Rabie Mikha COATRACTOR BUS NAME &i To be determined ADDRESS , 1639 Jackson Hill Ct ADDRESS Z7qjs '5ASJ U c"- It CITY STATE ZIP El Caion CA 92021 CI STATE ZIP cO ( Vto&M CA PHONE (619) 729-5953 FAX I PHONE 6i FAX EMAIL RABIE.MIKHA(GMAlL.COM EMAIL L"1ovt45() &rM COlA—S STATE LIC. # STATE LIC .# 79OiLi I CLASS I 13 I CITY BUS. LIC.# 01'0JPhW (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: [11 I have and will maintain a certificate of consent to sell-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. El I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. (] Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE AGENT DATE ®QO(DO(G OfZJ T I here m that lam exempt from Contractor's License Law for the following reason: ED I, as owner o erty 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 ap n 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 im ent 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 contrac I licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for suc Is with contractor(s) licensed pursuant to the Contractor's License Law). El I am exempt under Section _____________Business and Professions Code for son: I personally plan to provide the major labor and materials for constructon of the propo erty improvement. )Yes No I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address contractors' license number): I plan to provide portions of the work, butt have hired the following person to coordinate, supervise and provide the major wo i ude name I address I phone /contractors' license number): I will provide some of the work, but I, have contracted (hired) the following persons to provide the work indicated (include name / address type of work): ..PROPERTY OWNER SIGNATURE EAGENT DATE 7/i?- 7 / jJtj II i.I.çjj La'uJr.J us Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 13 Yes fl No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 13 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. W,P.NSTIR,~lUICITION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lenders Name Lenders Address J C0 I certtfythatl have read the application and state thatthe above information iscornectand thatthe information on the plans is accurate. I agree tocomplywith all Cityorthnancesand State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stones in height EXPIRATION: Every pemift issued by the Building Official under the provisions of this Code shat expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or itihe building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE DATE 7 // 5- STIN IST =889. Permit Type: BLDG-Residential Application Date: 08/06/2018 Owner: MARK FRANCIS Work Class: Single Family Detached Issue Date: 02/28/2020 Subdivision: Status: Closed - Finaled Expiration Date: 07/05/2022 Address: 1585 TRITON ST C IVR Number: 12990 ARLSBAD, CA 92011 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 11/18/2020 11/18/2020 BLDG-82 Drywall, 144164-2020 Passed Chris Renfro Complete Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior Lath-Drywall Yes BLDG-18 Exterior Lath and Yes Drywall BLDG-23 Gas-Test-Repairs Yes 01/06/2022 01/06/2022 BLDG-23 173971-2022 Passed Chris Renfro Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/02/2022 06/02/2022 BLDG Final Inspection 184008-2022 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Final inspection partial pass need final No paperwork and any hold notices resolved. Call for final inspection complete BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 12/13/2023 12/13/2023 BLDG-Final Inspection 233691-2023 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Final completed in June 2022 never entered Yes into our system BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes - BLDG-Structural Final Yes BLDG-Electrical Final Yes Monday, December 18, 2023 Page 2 of 2 Building Permit ltnspection History Finaled (City of Carlsbad Permit Type: BLDG-Residential Application Date: 08/06/2018 Owner: MARK FRANCIS Work Class: Single Family Detached Issue Date: 02/28/2020 Subdivision: Status: Closed - Finaled Expiration Date: 07/05/2022 Address: 1585 TRITON ST IVR Number: 12990 CARLSBAD CA 92011 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0310212020 03/02/2020 BLDG-SW.Pre-Con 120973.2020 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/01/2020 04/01/2020 BLDG-21 123760.2020 Partial Pass Chris Renfro Reinspection Incomplete linderground/Underflo - or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/23/2020 04/23/2020 BLDG-11 125380.2020 Passed Chris Renfro Complete Foundation/Ftg/Piers - (Rebar) V V Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/14/2020 05/14/2020 BLDG-32 Const. 127526.2020 Passed Chris Renfro Complete Service/Agricultural(Te - TO - VVV V Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/14/2020 09/14/2020 BLDG-15 Roof/ReRoof 138131-2020 Passed Tim Kersch Complete (Patio) V Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/14/2020 10/14/2020 BLDG-13 Shear 140847.2020 Partial Pass Chris Renfro Reinspection Incomplete Panels/HD(oktowrap) V •VVV V VV V VV V Checklist Item COMMENTS Passed BLDG-Building Deficiency Double check shear walls schedule for 2E, Yes calls out 1/2' Struct I Shear, not 3/8', need Engineer to verify. Remaining areas ok 11/05/2020 11/05/2020 131LDG-84 Rough 143073.2020 Passed Chris Renfro Complete Combo(14,24,34,44) Monday, December 18, 2023 V Pagel of 2 (City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.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. 7'Th7O/V' roject/ermit 2_20i Project Address:$/L T THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder U. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print) T") fSJ D I ff2_il u/c iS (First) (Ml.) (Last) Mailing Address: 33 3 i-i9-7[ D/21 CoI-ô/49v O/21t65, CO O?/? Email: MD FES& Phone: _7/9 - 3'370/I I am: Property Owner U Property Owner's Agent of Record UArchitect of Record U Engineer of Record State of California Registration Number 11/A Expiration Date:_Aj'/4 AGREEMENT: 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_-ap.proved-pJ,ari~5--~-@dasrequired by the California Building Cod Signature: Date:_______________ CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor! builder / owner-builder. Contractor's ComDanv Name: 0 Please check if you are Owner-Builder rl Name: (Please print) L (4 (First) (MI.) (Last) Mailing Address: 2c?/3 $v') je&Ak. M') Email:_Cth2 FkVks 'i -ti (' Phone: 7O State of California Contractor's License Number: 79O''i Expiration Date: Z _2 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, 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. I will provide a final reøort / letter in compliance with CBC Section 1704.1.2 orior to reciuestinci final Signature: 4Z-V'Date: 2 B-45 Page 1 of 1 Rev. 08/11 EsGil A SAFEbuittCornpany DATE: 11/28/2018 L APPLICANT L1 JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-1891 SET: II PROJECT ADDRESS: 1585 TRITON STREET PROJECT NAME: NEW SFD FOR FRANCIS The plans transmitted 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 codes when minor deficiencies identified below are resolved and checked by building department staff. 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 until corrected plans are submitted for recheck. 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: MARK FRANCIS EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: MARK,," /) Date contacted: /7 (by:L11 Mail T&ephone Fax In Person REMARKS: Telephone #: 719 265 6900 Email: MDFESQEARTHLINK.NET By: Bert Domingo Enclosures: EsGil 11/20/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 V/ EsGil A SAFEbuttCompany DATE: 8/20/2018 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBR2018-1891 SET: I PROJECT ADDRESS: 1585 TRITON STREET PROJECT NAME: NEW SFD FOR FRANCIS LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI 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 until corrected plans are submitted for recheck. 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: MARK FRANCIS Lii EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: JMARK , Date contacted: j4l (by MaiI ell o Fax In Person LI REMARKS: By: Bert Domingo EsGil 8/9/2018 Telephone #: 719 265 6900 Email: MDFESQ@EARTHLINK.NET Enclosures: 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD CBR20 18-1891 8/20/2018 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2018-1891 JURISDICTION: CARLSBAD PROJECT ADDRESS: 1585 TRITON STREET FLOOR AREA: STORIES: HEIGHT: REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 8/20/2018 DATE PLANS RECEIVED BY ESGIL CORPORATION: 8/9/2018 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the Internaticnal 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. CARLSBAD CBR20 18-1891 8/20/2018 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). P ans deviating from conventional wood frame construction shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). This will be checked on the final. FIRE PROTECTION An automatic residential fire sprinkler system shall be installed in one- and two-family dwellings (not required for additions if the existing dwelling doesn't already have a sprinkler system). Please clearly note this on the plans. Section R313.2. a) Accessory Dwelling Units (<1,200 square feet) need not have fire sprinklers, whether attached or detached, provided the primary home does not have a fire sprinkler system. Senate Bill 1069. Show locations of permanently wired smoke alarms with battery backup, per Section R314: a.) Inside each bedroom. Please see guest room on the 1st floor. NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. CARLSBAD CBR20 18-1891 8/20/2018 FOUNDATION REQUIREMENTS Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. STRUCTURAL Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. This will be checked when item 9 is met. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. ELECTRICAL Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. PLUMBING Show water heater size (ist hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. al The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). CARLSBAD CBR2018- 1891 8/20/2018 RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandato-y requirements for residential construction must be included on your plans. CGC Section 101.3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one and two family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1' conduit originating from a panel or service having a spare 40 ampere 240 volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. Please show on the garage where the EV charger would be and the 1" conduit from the service Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system, water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY CONSERVATION include on the Title Sheet of the plans the following statement: "Compliance with The documentation requirements of the 2016 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CF1 R, MR, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." CARLSBAD CBR2018-1891 8/20/2018 Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 All domestic hot water piping to have the following minimum insulation installed: /2" pipe (1/2" insulation); W pipe (1" insulation); 1" to 11/2" pipe (1-1A" insulation). CPC 609.11 & ES 150.00) a) Additionally, the 1/2' hot water pipe to the kitchen sink, and the cold water pipe within 5 of the water heater both require 1" minimum insulation. ES 150.0(j) Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defired "as a room with a bathtub, shower, or spa or some similar source of moisture". Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For add tions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum I "Sone" (continuous use) or 3 "Sone" (intermittent). MISCELLANEOUS Please show on the plans that the shower enclosure shall be safety glazing. Plan or Vertical Irregularities. For structures having a plan structural irregularity of Type la, ib, 2, 3, or of ASCE 7-10, Table 12.3-1 (as shown in Figure 10.7) or vertical irregularity Type 4 of Table 12.3-2, the design forces determined from Section 12.8.1 need to be increased 25 percent for the following connections: 1) diaphragms to vertical elements, 2) diaphragms to collectors, and 3) collectors to vertical elements. (Section 12.3.3.4). Please analyze the beams for overturning forces from the discontinuous shear walls. If seismic, the load should be amplified by an omega factor of 2.5. CARLSBAD CBR20 18-1891 8/20/2018 ----------------------------- penin corner Re-entrant '/L a. Torsional irregularity b. Re-entrant corners C. Diaphragm discontinuity Discontinuity in vertical elements of lateral-force-resisting system d. Out-of-plane offsets Figure 10.7 Examples of Plan Irregularities 1 -4 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 El No U The jurisdiction has contracted with EsGil, 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 Bert Domingo at EsGil. Thank you. CARLSBAD CBR2018-1891 8/20/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK#.: CBR2018-1891 PREPARED BY: Bert Domingo DATE: 8/20/2018 BUILDING ADDRESS: 1585-TRITON STREET BUILDING OCCUPANCY: R 3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. , Mod. VALUE ($) CTY ESTIMATE 585,342 Air Conditioning Fire Sprinklers TOTAL VALUE j 585,342 Jurisdiction Code ICB IBY Ordinance I 1997 UBC Building Permit Fee V 1997 UBC Plan Check Fee Type of Review: R Complete Review Repetitive Fee El Other V Repeats El Hourly EsGil Fee LI Structural Only Hr. @ * L $1,400.11I Comments: In addition to the above fee, an additional fee of $ is due ( hour@ $ /hr.) for the CaiGreen review. Sheet 1 of 1 11 ARNET ENGINEERING, INC. STRUCTURAL DESIGN AND CONSULTING 520 E. Goetz Ave., Suite A, Santa Ana, CA. 92707 (714) 379-3789 FAX (714) 379-8024 MARCH 29, 2018 STRUCTURAL CALCULATIONS FOR 5" PIT FOUNDATION SLAB FOR SPECIALTY STEEL Francis Residence 1585 Triton Street Carlsbad, CA By Arnet Engineering, Inc. 520 E. Goetz Ave., Suite A Santa Ana, CA. 92707 (714) 379-3789 eM2DIg Arnet Engineering Inc. Francis Residence Carlsbad, CA Moment Capacity of slab M=Stress x Sx where Stress = (6 f'c+P/A) = 370 psi Sx=(bxdA2)/6 =(1 2x5A2)/6=50 1n3 M Flange=(0.37x50)/1 2=1.54 ft-k Since the Moment at slab intersection is also equal to (wlA2)/2 where l=leff. Solve for leff. using maximum allow soil pressure of 1,000 psf leff.=((1.54x2)/1.0)AO.5 = 1.75 feet Equivalent footing strip = 1.75 ft + 1 ft = 2.75 feet Total allowable bearing capacity for exterior beam = 2.75 feet x 1,000 psf= 2.75 klf>> Load of 2-Story Building. Interior Footings L effective= 1.75 feet 10" Mm. Leff. 12" Leff. Equivalent footing strip = 1 2/1 2 + 2x 1.75 feet = 4.5 feet Allowable load on interior footing/foot = 4.5 Kips Amet Engineering Inc. Francis Residence Carlsbad, CA Maximum Concentrated Load without Pad Required Load (DL+LL+EQ) - 4° slab 4.5" slab 5" slab K-Value=50 lbs/1n3 2,900 lbs 3,600 lbs 4,400 lbs KVaIue=100 lbs/in3 3,000 lbs 3,800 lbs 4,600 lbs K-Value=200 lbs/1n3 3,300 lbs 4,100 lbs 4,900 lbs Fb = 0.316 (P/hA2) log hA3 - 4 log [((1 .6aA2)+hA2)AO.5 -0.675h1 - log k+6.4 Notes: 1. 4" square post assumed. 2. If 5" square post is used add 200 lbs to tabulated loads. h: Slab thickness a: Area of load application K: Soil modulus P: Concentrated load Pad Footings w=18" Aeff.=(1.5"+2xLeff/4)A2 w=24° Aeff.=(2+2xLeff/4)A2 w=30" Aeff.=(2.5+2xLeff/4)AZ w=36" Aeff.=(3+2xLeff/4)A2 w=42" Aeff.=(3.5+2xLeff/4)A2 w=48' Aeff.=(4+2xLeff/4)A2 Anchor Bolts Embed as per Supplier AC & UBC L Of. W L eff. Mm. Or. Leff (1,500 psf) = 1.43 feet Leff (2,000 psf) = 1.24 feet Leff (2,500 psf) = 1.11 feet 2 Amet Engineering Inc. Francis Residence Carlsbad, CA Pad Sizes and Reinforcement ( minimums) Size Reinf. Concentrated Load at 1 500 psf 2000 psf 2500 psf 18" sq.xl 2"deep N/A 7.4 k 9.0 k 10.5 k 24" sq.xl 2"deep 2#4 Bot.E.W. 11.1 k 13.7 k 16.3 k 30" sq.xl 2"deep 2#4 Bot.E.W. 15.5 k 19.5 k 23.3 k 36" sq.xl 2"deep 3#4 Bot.E.W. 20.7 k 26.2 k 31.6 k 42" sq.xl 2"deep 3#4 Bot.E.W. 26.6 k 33.9 k 41.1 k 48" sq.xl 2"deep 4#4 Bot.E.W. 33.3 k 42.7 k 51.8 k Notes: 1. Use 18" sq. x 12" deep foundation pads for loads in the range between "No Pads required" Table and above values. 10" deep foundation pads are acceptable alternate if anchor bolt embedment is per supplier and code and 3" clearance is maintained to subsoil. Concentrated allowable loads shown above may be exceeded if the pads are combined with an interior or exterior beam. Max. Line Loads on Slab-on-Grade without Footing Load (DL+LL+EQ) - 4" Slab 4.5" Slab 5" Slab K-Value=50 lbs/in3 550 lbs/ft 650 lbs/ft 750 lbs/ft K-Value= 100 lbs/in3 700 lbs/ft 800 lbs/ft 900 lbs/ft K-Value=200 lbs/in3 800 lbs/ft 950 lbs/ft 1,100 lbs/ft Note: 1. Allowable Stress = 150 psi M max. = Pxbeta/4 Beta = (4xEcxl/Kxb)AO.25 : relative stiffness length [in] Ec: Modulus of Elasticity of concrete Moment of Inertia K: Soil Modulus b: Width 3 Arnet Engineering Inc. Maximum allowable uplift loads on 5" SOG based on the two-way bending capacity of the slab P uplift Wdead Assume vertical reaction /at hinge support = zero Sb=St= 12 x5'2/6= 50inA3/ft 1=125 inA4/ft M (max.) = (6 f'c A(1/2) + P/A) Sb = M (max.) = (0.3 ksi + 0.05) x 50/12 = 1.46 ft-kips / ft w = 0.0625 ksf ( weight of slab) P = w x (2L)A2 (0.5P/2L x (2L)/4 - 0.5w(2L)A2/8 = 1.46 ft-kips /ft 0.1 25P - 0.5 x 0.05x0.5LA2 = 1.46 0.031 25LA2 - 0.01 563LA2 = 1.46 L= 9.67 ft P (uplift) = 0.0625x (2x9.67)A2 - 23.37 kips > 15.31 kips OK Deflection = (0.5P/2Lx(2L)A3/48El) - 2.5w(2L)A4/384El = 0.33in Deflection = 0.33 in <2L/360 = 0.64 in ok Hence, the slab is adequate for all interior holdowns. 4 Francis Residence Carlsbad, CA Amet Engineering Inc. Francis Residence Carlsbad, CA Maximum uplift load on edge footing based on footing bending capacity P uplift Wdead Assume vertical reaction I I I 1/at hinge support = zero IL IL Sb=9,178/li.75 = 781.1 inA3 St = 9,178 / 6.25 = 1,468.5 jA3 -M (max) = (6f'c'(1/2) + P/A ) St +M (max) = (6f'cfl(1/2) + P/A ) Sb -M (max) = (0.3 +0.0827) 1,468 = 562 k-in = 46.8 k-ft Top fiber + M (max) = (0.383 ) 781.1 = 299 k-in = 24.9 k-ft Bottom fiber W (Beam Weight + superimposed Dead Load) = 324 x 0.15/144 + 0.3 = 0.64 kips/ft P=Wx2L P(2L) / 4 - W(2L)A2/8 = -M (max) = 46.8 ft-k L = ( 2xM max/W)A(1/2) = 12.1 ft P (uplift) = Wx2... = 15.5 kips > 15.3 kips OK Deflection = (P(2L)A3/48E1) - (5W(2L)A4/384E1) = 0.10 in < 2L/360 = 0.81 in ok 4-9 Arnet Engineering Inc. Check Anchor bearing Stresses Criteria: Anchor Plate Size is 5"x2.25" centered 3.5" from top of slab Concrete strength at time of stressing 2,000 psi. Concrete f'c @ 28 days = 2,500 psi. Per ACI 318: Allowable stress at transfer: fcp=0.8xfci(Ab'/Ab-0.2)AO.5 <1.25 f'ci Smaller to be used Allowable stress at service: fcp= 0.6f'c (A'b/Ab)AO.5 < 1.0 ft A'b=5"x7.75"= 38.75 in2 Ab=2.25"x5" - (0.75/2)A2pie = 10.81 in2 At stressing: fcp = 0.8x2000((38.75/1 0.81 )-0.2)A2 = 2,943 psi 1 .25f'ci=2,500 psi Actual bearing stress at transfer = 0.7x270x0.1 53/10.81 = 2,675 psi> 2,500 psi The allowable bearing stresses at time of stressing are slightly exceeded (7%). The theoretical concrete strength would be 2,140 psi. For practicality it is common to use 2,000 psi. Service fcp = 0.6x2,500 (38.75/10.81)A2 = 2,839> 2,500 psi Actual at service = 0.6x270x0.1 53/10.81 = 2,293 psi Hence, there are no back-up bars required. Francis Residence CaTlsbad, CA PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Amet Eng nearing, Inc. Project Title: FRANCIS RESIDENCE Bjild 011313 Serial Number: 100-350-038 Project Engineer: Beat Arnet Project Number :4610 Project Date: March 28, 2018 Geotechnical Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 47.50 FT x 49.00 FT x 5.00 Inches Material Properties Concrete Strength, f: 4,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 /2 Inch Material Quantities Concrete Volume: 52,0 Cubic Yards Prestressing Tendon: 1,809 Linear Feet Number of End Anchorages: 72 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: I I Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 11.88 Feet O.C. Number of Slab Tendons: 13 Slab Tendon Spacing: 3.63 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 2 3 Depth of Beams: 18.0 Inches 15.0 Inches Width of Beams: 12.0 Inches 12.0 Inches Tendons per Beam: 1 1 Beam Tendon Centroid: 3.25 Inches 3.25 Inches Beam Spacing: 12.25 Feet O.C. Number of Slab Tendons: 13 Slab Tendon Spacing: 3.75 Feet O.C. Slab Tendon Centroid: 2.50 Inches from top of slab Page 1 of 8 \\GALAX'Y'CAD File ServertAutoCAD 2004t1 Master-Jobs\Custom 1-lorneslFrancia Reaidence-4610\1-CALCS1. 49x47.5.pti 9:58:30 AM PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Arnet Engine -ring, Inc. Project Title: FRANCIS RESIDENCE Build 011313 Serial Number: 100-350-038 Project Engineer: Beat Arnet Project Number: 4610 Project Date: March 28, 2018 Geotechnicat Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 2 of 8 \\GALAXY\CAD File Server\AutoCAD 20041 Master-JobsCustoin Homes\Francis Residence-461011-CALCS\1 49x47.5.pti 9:58:30 AM PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Arnet Engineering, Inc. Project Title: FRANCIS RESIDENCE Project Engineer: Beat Arnet Geotechnical Report: GEOSOILS, INC. Build 011313 Serial Number; 100-350-038 Project Number: 4610 Project Date: March 28, 2018 Report Date: JUNE 9, 2017 Report Number: 7279-A-SC RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of P11 DCI0.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 13 13 Number of Beam Tendons 5 5 Spacing of Slab Tendons (Feet) 3.75 3.63 Center of Gravity of Concrete (from top of slab) (Inch) 4.04 4.08 Center of Gravity of Tendons (from top of slab) (Inch) 5.45 5.45 Eccentricity of Prestressing (Inch) -1.41 -1.37 Minimum Effective Prestress Force (K) 402.9 402.9 Beta Distance Effective Prestress Force (K) 454.2 455.0 Minimum Effective Prestress (PSI) 111 114 Beta Distance Effective Prestress (PSI) 125 129 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em5.0 per PTI 4.3.2) 7.10 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per P11 4.3.2) 7.10 FT-K/FT Tension in Top Fiber (KSl) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.379 -0.379 Allowable Stress 1.800 1.800 Actual Stress -0.259 -0.251 Actual Stress 1.299 1.272 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)50,642 50,240 Required Moment of Inertia (Inch4) 46,800 45,277 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 1.47 K/FT Maximum Shear, Long Direction 1.47 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 177 178 Actual Shear Stress (PSI) 73 71 Page 3 of 8 \\GALAX'Y'ICAD File ServerAutoCAD 2004111Vlaster-Jobs\Custcm HomestFrancis Residence-4610\1-CALCS\t 49x47.5.pti 9:58:30 AM PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To: Arnet Engineering, Inc. Project Title: FRANCIS RESIDENCE Build 011313 Serial Number: 100-350-038 Project Engineer: Beat Arnet Project Number: 4610 Project Date: March 28, 2018 Geotechnical Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction 375.8 375.8 174.1 168.7 3.25 FT-K/FT 3.25 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.800 1.800 Actual Stress 0.227 0.229 Short Long Direction Direction 50,642 50,240 42,860 41,465 6*Beta 6*Beta 1.65 K/FT 1.66 K/FT Short Long Direction Direction 177 178 82 80 Short Long Direction Direction 145.3 145.2 79.7 77.3 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.379 -0.379 Actual Stress -0.185 -0.173 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch4) Required Moment of Inertia (Inch4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 4 of 8 \tG.ALAXY\CAD File EerverlAutoCAD 2004\1 Master-JobsCustcm Homes\Francis Residence-4810\1-CALCS\1. 4$x47.5. pIt 9:56:30 AM Build 011313 PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Amet Engineering, Inc. Serial Number: 100-350-038 Project Title: FRANCIS RESIDENCE Project Engineer: Beat Arnet Project Number: 4610 Project Date: March 28, 2018 Geotechnical Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 3,623 Moment of Inertia (Inch 4): 50,642 Section Modulus, Top (inch 3): 12,525 Section Modulus, Bottom (Inch3): 4,106 Center of Gravity of Concrete - from top (Inch): 4.04 Center of Gravity of Prestressing Tendons - from top (Inch): 5.45 Eccentricity of Prestress (Inch): -1.41 Beta Distance (Feet): 7.78 Equivalent Beam Depth (Inches): 16.38 Note: All Calculations above and other reported values which depend on depths use the equivalent depths as shown above. 3,533 50,240 12,306 4,086 4.08 5.45 -1.37 7.76 16.38 Jacking Force: 33.05 KIPS Page 5 of 8 \IGAIAXVtCAD File 5ereer%.A,,toCA0 20041 Master-Jobs\Custom 140mes\Francis Residence-461 0\1-CALCS\1. 49x475pli 9:58:30 AM Build 011313 PTISIab 3.5 (3eostructural Tool Kit, Inc. Registered To: Amet Engrteerirtg, Inc Serial Number: 100-350-038 Project Title: FRANCIS RESIDENCE Project Engineer: Beat Arnet Project Number: 4610 Project Date: March 28, 2018 Geotechnical Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, 4,000.0 PSI Concrete Creep Modulus, Er : 1,500,000.0 PSI Concrete Unit Weight: 145.0 PCF Tendon Strength, Fpu: 270.0 KSI Tendon Diameter: 1 /2 Inch Slab Prooerties Rectangle Label: 49'x 47.5' Rectangle Geometry: 47.50 FT x 49.00 FT x 5.00 Inches Short Direction Long Direction N amber of Slab Tendons: 13 13 Beam Properties Short Direction Long Direction Type I Type II Type Type II Quantity: 2 3 2 3 Depth: 18.0 15.0 18.0 15.0 Inches Width: 12.0 12.0 12.0 12.0 Inches Tendons: 1 1 1 1 Cover: 3.00 3.00 3.00 3.00 Inches Average beam spacing used in analysis Page 6 of 8 \GALAX'y'CA0 File SeiverlAutocAD 2004t1 Master-Jobs\Cu6tom Homes\Francis Residence-461011-CALCS11. 49x47.5.pti 9:58:30 A84 PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Amet Eng fleeting, Inc. Project Title: FRANCIS RESIDENCE Project Engineer: BeatArnet Geotechnical Report: GEOSOILS, INC. Build 011313 Serial Number: 100-350-038 Project Number: 4610 Project Date: March 28, 2018 Report Date: JUNE 9, 2017 Report Number: 7279-A-SC SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: VERY LOW-LOW E.I. Allowable Bearing Pressure: 1,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 9.00 Feet 5.20 Feet DiferentiaI Soil Movement, Ym 0.400 Inches 0.700 Inches Load. Deflection and Suborade Properties Slab Loading Uniform Superimposed Total Load: 40.00 PSF Total Perimeter Load: 1,800.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 7 of 8 \\GALAX',\CAD File Serer',AutoCAD 2004t1 Master-Jobs\Custom Homes\Francle Reeidence-4610\1-CALCS\1. 49x475.pti 9:58:30 AM PTISIab 3.5 Geostructural Tool Kit, Inc. Registered To Amet Engineering, Inc. Project Ti:Ie: FRANCIS RESIDENCE Luild 011313 Serial Number 100-350-038 Project Engineer: BeatArnet Project Number: 4610 Project Date: March 28, 2018 Geotechriical Report: GEOSOILS, INC. Report Date: JUNE 9, 2017 Report Number: 7279-A-SC PTl EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 8 of 8 \GALAXY\CAD File SererAutoCAD 2004\1 Master-JobsCustom Homes\Francls Reslclence-4610\1-CALC811 49x475pti 9:58:30 AM Francis Residence 1585 Triton Street Carlsbad, CA 92011 Structural Calculations - 18012 Quails Engineering Structural Engineering Services Mark Francis 1585 Triton Street Carlsbad, CA 92011 ;o\ \ Quails Engineering Sheet: V3 Structural Engineering Services Project: Francis Residence Job #: 18012 Engineer: Andrew Leija Date: __________ DESIGN BASIS GOVERNING CODE: 2016 CBC CONCRETE: 2500 PSI IvHNIMUM REINFORCING STEEL: ASTM A615, F =60 KSI STRUCTURAL STEEL: ASTM A992, Fy 50 ksi (W' SHAPES ONLY) ASTM A36, Fy =36 ksi (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GR B, Fy = 46 ksi (STRUCTURAL HSS TUBES) SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2013 CBC. ENGINEERED WOOD BOISE CASCADE OR EQUIVALENT BCI WOOD "I'JOISTS - ICC-ESR 1336 BC VERSALAJv! 2.OEILVL/LSL - ICC-ESR 1040 PROJECT SCOPE Project consists of a proposed approximate 4,500 square foot two story single family residence with attached garage and roof top deck located at 1585 Triton Street, San Diego, CA 92011. The proposed residence is primarily constructed utilizing wood frame construction with 2x metal plated roof trusses, 2x stick framed roof and typical slab on grade with turned down footings. There has been a soils report provided for this project by GeoSoils, Inc. dated 06/09/2017, therefore the foundation design will be based on recommendations of the project geotechnical engineer. Quails Engineering Sheet: 2- Structural Engineering Services Project Fg.eaci jZyJ job #: Engineer. It-tM Date: Design Loads: Pitched Roof: Floor: Dead Load (DL) Roofing 10.0 psf 1/2" Plywood 1.8 psf Truss Framing 4.0 psf Insulation 0.5 psf 1/2" Gyp. Bd. 2.2 psf Mech./Elec. 0.5 psf Misc. 1.0 nsf DLY = 20.0 psf Live Load (IL) LLY = 20.0 psf (Reducible) DL+LL = 40.0 psf Deck Walls: Stud Walls Exterior Walls 15.0 psf Interior Walls 7.0 psf Allowable Soils Bearing Pressure: Dead Load (DL) Flooring 4.0 psf 3/4" Plywood 2.3 psf Framing 2.0 psf Insulation 0.5 psf 5/8" Gyp. Bd. 3.0 psf Mech./Elec. 1.5 psf Misc. 1.7psf DL = 15.0 psf Live Load (IL) IL40.0psf DL+LL= 55.0 psf Dead Load (DL) Dex-O-Tex 2.5 psf 3/4" Plywood 2.3 psf Framing 2.9 psf Stucco 10.0 psf Misc. 2.3 psf DL Y_= 20.0 psf Live Load (IL) LL 60.0 psf DL+LL 80.0 psf ASBP =1,000 psf @ 12 inches below lowest adjacent finished grade. Seismic: Site Class: D SS = 1.091 Fa = 1.063 Sms = 1.160 SDS = 0.773 S1 = 0.421 Fv = 1.577 SMI = 0.664 SDI = 0.443 Response Redundar Cs Cs Occupancy Importance Mod. Factor Factor, SDs/(R/I) SDs/(R/1) Category Factor, I R rho (LRFD) (ASD) II 1.00 6.5 1.3 0.155 0.110 Wind Load: (ASD) Basic Wind Speed: 110 mph Exposure: C Importance Factor 1.00 M\WRS P = (0.6) Lambda xKxJxP,0 Lambda= 1.35 P = 14.3 psf K2 1.0 P 3o 17.7 Components & Cladding ? = (0.6) Lambda x K,t xix Pe 0 Pnt o= 27.2 P = 22.0 psf Use: 1/ "tcf Vall lbs Mat=qA 15 ft-lbs 1= 3 5 j4 Use: 3L/I'Y5L Va5 711 lbs Ma5 = ft-lbs 1= 1 Ib b j4 Use: 3c?I'e v Vaii - lbs Ma = — ft-lbs j4 Quails Engineering Sheet: 3 Structural Engineering Services Project: F'-c 13 Job #: /O/2... Engineer kL. Date: Vertical Design Level: R COD r DL = .—° psf LR = _______psf IL = (o O psi Member: Ilu RL =_________lbs RR= __________lbs Member: D & 1 RL= 2403 lbs RR = lbs Member: pit - Jz RL= i'l'1 lbs RR= 178' lbs ,-tISt7b W1 W2= P1= P2 V. __________lbs Mrnu ________________ ft-lbs Ircq'd = ________________ j4 I yo '6 WL= l%() W2= P2= V. lbs M = .rc3 ( ft-lbs Ireq'd = j4 D sc"/. w1'2(Z4) /o& P W2= (o) (O (L4 p1ft(r)cr-t) — ZOJV P2= V. 97' lbs M.= — ft-lbs Leqd = _____________________ w1= W2= P1= Use: Vmax = _____________ lbs Va5 = ____________lbs Mmax= ____________ft-lbs Ma11 = ft-lbs Ireq'd = _____________________ i,4 I = in4 Member: RL =__________ lbs RR= __________ lbs Quails Engineering Structural Engineering Services Vertical Design Level: DL = Sheet: Lj Project ?-Lt S Job #: /o/L Engineer. 4-L- Date: !_psf LR= ?-° psf LL psf Member: )2 14 -1 RL= 2l lbs RR= 3%01 lbs W zic PcAn w2=(4) z 4cp&. Pif7li (1oi.a4x 'V.x "X '13 °° to P2— Vmax lbs M = 109 (o ft-lbs Ireq'd= 107 j4 Use: Va11 lbs Mji= I104 ft-lbs 1= 07 j4 -II Use: 4xt V ci-'(1 lbs Ma = 7 ft-lbs 1= 113 j4 Member: 0., g y- 1 w1= 2—q() W2= P, oo$ V. 3V°S lbs Ri. = Rv43 lbs = 3 -( '1 ft-lbs R lbs Ireqd = ________________ j4 Member: RL= __lbs RR= __________lbs Member: RL= _ lbs = __lbs WI = P1= P2= V. = ____________lbs Mrnax ft-lbs Ireq'd = _____________________ j4 WI= W2= P1= Vrnax = ____________ lbs M = ft-lbs Leqd Use: MO lbs ft-lbs in Use: lbs = ____________ ft-lbs in'1 ¼ Qualls Engineering Sheet 5- Structural Engineering Services Project: 1I-441 -f .5 job #: /80/2— Engineer Date: Vertical Design Level: ft..( i'-M ( DL= psf L_ psf LL = q D psf Member: 7 I 4' —I RL= 1(i€ lbs RR= ___________ lbs 1= W2= pI= P2= V= 7& lbs M = '-/02- •f ft-lbs Ireq'd = 301 j4 Use: /i"ei (aszIo Van= lbs Ma = (c /S• ft-lbs 1= 615, j4 Use: Va11 lbs Ma1J = ft-lbs 1= j4 Member: w1= /,(i*MO) 73" W2= /06 I'CF p1 704? P2= = 113 lbs 4' 4' RL = 21 (0 lbs Mmax = ____ft-lbs RR = I 1.2-3 lbs Leq'ci = j4 Member: WI = P P2= Use: 4' 4' V. lbs Van lbs RL =__lbs M = ft-lbs Ma11 = ____________ ft-lbs RR = _______________ lbs Leq'd __________________ in4 I =in4 Member: WI= W2= Pi= II Use: V lbs Va11= lbs RL = _ lbs Mmax = ft-lbs Maii = ft-lbs RR ________________ lbs Iteq'd = 1fl4 I = in4 I' Quails Engineering Sheet (p Structural Engineering Services Project: Job #: /1t'/2.. Engineet At- Date: Vertical Design Level: P.4L P$.VAC) DL psf LR= ______ psi LL= 'th psf w2= p1= 7k7'SF 1 ' flL 17'7# Vmax = WY lbs Va11 = ISI lbs P2 + Use: S'K(QVS(.. Mmax = 2H72 ft-lbs Ma ft-lbs 'rc'd = e. 1 in4 I = Yl 12- in Member: II ly ri RL = lbs RR= lbs Member: F -2_ g,ç RL = lbs RR= Is Member: Pg .3 "I It, dj' RL = (3.2 lbs RR= 3?S1 lbs Member: - It, RL= i 21 Z lbs RR= 5311 lbs w1= 79jpa1 eu W2= p1 (9I'l% P2= V. lbs Mr,w = - ft-lbs Leq'd = 1114 W1= w2= !(()- p1= .5x/5PF, r IA V. lbs Mmax = - ft-lbs Leq'd in4 w1= Pl= Z(F3) 7qo. P2 Vmax = 5-1-7 lbs Mmax = -ft-lbs Ireqd= 71 Use: 3LY/(QVSL Va11 - lbs M= -. ft-lbs 1= - in4 " Stt Use: Ii tt goc t& Va11 - lbs k4 sc Il'F Mau = - ft-lbs 1= - j4 II Use: Va!I = -lbs Maii= 373(ml ft-lbs 1= It 71 in4 Quails Engineering Sheet 7 Structural Engineering Services Project job #: Igi I? Engineer Date: Vertical Design Level: P$ DL= IS psf LR ______psf LL= qb psf Member: - RL lbs RR (D1 d( lbs Member: 1' RL = lbs RR= 7, Z- lbs Member: F!7 R1 l?L I P, AI Li RL =_ lbs RR= 62-3 lbs w1= 3c.6.stro) W2= PtF p1=(r-z)t P2 V.1'ICilI lbs ft-lbs Ixeq'd = j4 1= 14,7a 7 pw W2= ,71Sl# PJ=54. %$ P2 Vma 112.2_ lbs M= ''1(* ft-lbs Ireq'd = j4 W1= c3- LF Pl= P2= Vmax I137 lbs M = - ft-lbs Ireqd j4 Use: )C,U ___________ 1= - lbs ft-lbs j4 ce.e; y2.t4L-L Use: Vaii 1061 Ma 37361 1= lbs ft-lbs j4 Use: fi. 4c5 Va11 - lbs Ma11= ft-lbs 1= - j4 Member. FL 1j RL= lbs RR= 5:5 lbs II W,= fYoP(F W2.= P1= I44(,.4.40) . + ow P2= Use: 3 (o VS( V 5is- lbs Va= / b Li lbs M 3OU97 ft-lbs M35 = '7 1 ft-lbs Ireq'd = /0 1'7 in4 I = 1/ ' in4 Quails Engineering Sheet: 6 Structural Engineering Services Project fl4rvac. 13 Job #: 1 , bit Engineer Date: Vertical Design Level: 'C1 DL = I S psi LR = psf IL =40 psf Member: i.', 2(,stVo) --u it 1= i (;g-#-Yo)t 7,icP3F i C w2= (4, D-) /817406 t 1 2 -g N P2 "()( 38O4I Use: /O'/qK.7.4 'vifr-V'l V. 3'1k lbs V = - es TV. __ all lbs RL = 114q o lbs M. = __ ft-lbs Mau = ft-lbs RR = 5° lbs 'req'd = _______________ jfl4 I = j4 c fliCM-tc W1= W2= P1= P2, Use: VM. lbs V2s lbs Mmax = ft-lbs M311 = ft-lbs Leq'd = _____________________ I = j4 Wl= W2= Pl= P2= Use: VM.= lbs Va11 lbs Mmax ft-lbs Ma = ft-lbs Ereq'd = j4 I = in4 WI = W2= Pl= P2= Use: Vanax lbs Vg lbs M = ft-lbs Ma11 = ft-lbs Leq'd = jn4 I = in4 Member- RL = lbs RR = lbs Member: RL = lbs RR __________ lbs Member. 1' RL= lbs RR = lbs Quails Engineering Sheer I Structural Engineering Services Project Ps_* C-, job #: /'/Z. Engineer. Date: Vertical Design Level: FL44 F%1 LL t-ooU1u DL r psf LR = _______psf 11= ,'O psf Member: A~~ F# 1 r p. p3 T24.1 (" 11.5 1 ~ 1 9 , T RL = lbs RR= iáS7'3 lbs w1=21w.0) f c(w6o) 24>t2U) /& 3F w2=(cmo)9t)e/t (U 40) /(ft P1= P,= Use: W_( )ec-7 V= zss•1 lbs Vail - ft-lbs M Leq'd = _________________ j4 lbs ft-lbs in4 Member: Pt 1' RL -42l lbs RR lbs Member: 1' RL =lbs RR= 12'43 lbs W1 I?(i2)' opi-t' W,=6--'i)+ .s-ij- AO) ,ftP(4a Pi= ito P2= V. I19-L lbs M ft-lbs Leqd = in4 V1,= ; W2 p1 )(&Dl*) 3oW Pz= Vmax S1 4, lbs M. fl-k ft-lbs Ireq'd .. j 4 ,I& ct:-t; ca Use: Va5 __________ lbs Maii = ft-lbs 1= j4 *C Use: (0,c'2 Va Fo lbs Mji ?7 11 '' ft-lbs 1= (/17 j4 Member: r14 -1 W2 P1= P2 V. SItS lbs M '-I 2g ft-lbs in4 Use: Stflci 'L fS( RL= 7(p lbs RR = 1-ci-t lbs Va11 cja(47(, lbs Ma11 ZAiS7 ft-lbs 1= 37 j4 Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Francis Residence I I) Engineer: Andrew Leija Project ID: 18012 Project Desc Title Block Line 6 Pnnted: 14 MAR 2018, 2:39PM Wood 130am' FIte EtOiopbox2018JO-i18O12-1\CALCUL-1\FRANCI-1 ECS ENERCALC INC 1983-2017 Buildl0lll2.10 Verlolfl2lO Description: D13-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ksi Fc - Pill 3,000.0 psi Erninbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: 0 = 0.150, L = 0.450 k/fl, Extent = 14.0 ->> 17.0 ft Load for Span Number I Uniform Load: 0 = 0.0270, L = 0.080 k/ft, Extent = 0.0 ->> 14.0 ft, Tributary Width = 1.0 ft Point Load: D = 0.820, L = 1.785k @14.0 ft Maximum Bending Stress Ratio = 0.3521 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb : Actual = 1,090.36psi fv : Actual FB : Albwable 3,100.00psi Fv : Allowable Load Combination 40+L+H, LL Comb Run (L*) Load Combination Location of maximum on span = 11.173f1 Location of maximum on span Span # where maximum occurs = Span #1 Span # where maximum occurs 0.452 :1 3,5x11.875 = 128.91 psi = 285.00 psi 40+L+H, LL Comb Run (LL) = 15.017ft = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Tolal Deflection Max Upward Total Deflection 0.243 in Ratio= 788 >=360 -0.058 in Ratio= 414>=360 0.354 in Ratio= 542>=180 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN Ci Cr Cm C t CL M fb F'b V lv F'v 40+11 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.121 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.32 337,45 2790.00 1.11 39.91 256.50 Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #202 Engineer: Andrew Lelja Project ID: 18012 Encinitas, CA 92024 Project Descr. I itle blocK Line 15 Punted: 14 MAR 2018, 2:39PM Wood Beam File obox\2018J0'-1\18012-1\CALCUL-1IFRANCI-1 EC6 ENERCALC INC 1983-2017 Build 10.1712.10 VerlO 1712.10 Description: DB2 Load Combination Max Strom Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t CL M fb Fb V fv Fe Length= 1.0 it 2 0.004 0.156 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 2790.00 0.00 39.91 256.50 +0+1*1, LI. Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.102 0.142 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.16 315.51 3100.00 1.12 40.42 285.00 Length =1.oft 2 0.014 0.142 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.31 44.61 3100.00 0.01 40.42 285.00 +D4LIH,LL Comb Run (L*) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 it 1 0.352 0.451 1.00 1.000 1.00 1.00 1.00 1.00 1,00 7.48 1090.36 3100.00 3.56 128.41 285.00 Length =1.oft 2 0.004 0.451 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 3100.00 0.00 128.41 285.00 +04.4j,LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 it 1 0.344 0.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.32 1,067.51 3100.00 3.57 128.91 285.00 Length = 1.0 ft 2 0.014 0.452 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.31 44.61 3100.00 0.01 128.91 285.00 +0+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.087 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.32 337.45 3875.00 1,11 39.91 356.25 Length =1.oft 2 0.003 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 3875.00 0.00 39.91 356.25 +O+lr*l,LL Comb Run (LI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 1 0.087 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.32 337,45 3875.00 1.11 39.91 356.25 Length =l.Oft 2 0.003 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 3875.00 0.00 39,91 356.25 +O41r41, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.Oft 1 0.087 0.112 125 1.000 1.00 1.00 1.00 1.00 1.00 2.32 337.45 3875.00 1.11 39.91 356.25 Length =1.oft 2 0.003 0.112 125 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 3875.00 0,00 39.91 356.25 +0'+0.750Lr+0.750L41, U.. Corib Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.083 0.113 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.20 320.92 3875.00 1.12 40.29 356.25 Length =1.0 it 2 0.009 0.113 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.25 36.41 3875.00 0.01 40.29 356.25 '+0+0.75OLr'0.750L'+H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.oft 1 0.233 0.298 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.19 902.07 3875.00 2.95 106.28 356.25 Length = 1.0 ft 2 0.003 0.298 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 11.81 3875.00 0.00 106.28 356.25 '+0'+0.750Lr0.750L*I,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.228 0.299 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.07 884.97 3875.00 2.96 106.66 356.25 Length =l.oft 2 0.009 0.299 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.25 36.41 3875.00 0.01 106.66 356.25 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination Max. -O Dell Location in Span +04141, LL Comb Run (La) 1 0.3538 8.581 0.0000 0.000 2 0.0000 8.581 40'+L'+H, LL Comb Run (LI .0.0835 1.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MA)(imum 1.335 4.787 Overall MINimum 0.895 3.360 +D'+H 0.425 1.428 4041*1, LL Comb Run ("Li 0.411 1.892 +0+1*1, LL Comb Run (L* 1.335 4.323 +0#L4H, LL Comb Run (LL) 1.321 4.787 +0+Lr+H, LL Comb Run tEL) 0.425 1.428 '+O+I.r+H, LL Comb Run L1 0.425 1.428 '+04r41, LL Comb Run .L1_) 0.425 1.428 elJi0.750Lr'+0.750L44, LL Comb Run ( 0.415 1.776 -+0+0.7501-r40.7501-'+11-I, LL Comb Run (L 1.107 3.599 +0'+0.750Lr+0,750L*l, LL Comb Run (L 1.097 3,947 D Only 0.425 1.428 Lr Only, LL Comb Run ('L) Lr Only, IL Comb Run (Li) Lr Only, IL Comb Run (LL) L Only, LL Comb Run (*L) -0.014 0.464 L Only, LL Comb Run (Li) 0.909 2.896 L Only, LL Comb Run (LL) 0.895 3.360 H Only Quails Engineering Project Title: Francis Residence 17, 4403 Manchester Ave #203 Engineer: Andrew Lelia Project ID: 18012 Encinitas, CA 92024 Project Descr: Title Block Line 6 Pnted; 14 MAR 2OI& 2:39PM Wood Beam FE \D x20l-lt18012--lCALCUL-1\FRANCl-1 EC6 ENERCAIC INC 1983-2017 Build-lO 17 12 10 VerlO 17 1210 Description : FJ-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Allowable Stress Design Fb + 1000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- XJ 1,700.Oksl Fc - Prtl 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D = 0.0150, L = 0.040 ksf, Extent = 0.0->> 10.0 ft Tributary Width = 1,330 ft Partial Length Uniform Load: D = 0.0270, L = 0.080 kift, Extent = 10.0 ->> 15.0 ft Load for Span Number 2 Point Load: D=0.105.0ft aximum Bending Stress Ratio = 0.7141 Maximum Shear Stress Ratio = 0.272: 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual 714.22 psi fv : Actual = 49.00 psi FB : Allowable 1,000.00psi Fv: Allowable = 180.00 psi Load Combination 404L4H, LL Comb Run (LL) Load Combination 4D4-+1-1, LL Comb Run (LL) Location of maximum on span 10,000ff Location of maximum on span = 10.000 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.131 in Ratio = 916>=360 Max Upward Transient Deflection -0.063 in Ratio = 1894>=360 Max Downward Total Deflection 0.224 in Ratio = 534>=180 Max Upward Total Deflection -0.052 in Ratio = 2287>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C Cr Cm C CL M lb Fb V fv Fv 0.00 0.00 0.00 0.00 Length =1O.oft 1 0.372 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 900.00 0.23 20.00 162.00 Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Wood Beam Project Title: Francis Residence Engineer: Andrew Lelja Project Descr: 1983-2017. Builti ProjectID: 18012 '13 Printed: 14 MAR 2018, 2:39PM ALCUL-lRANCl-l.Ec6 117.I2.10, Ver10.17.I210 Description: FJ-2 Load Combination Max Stress Ratios Moment Values Shear Values Segmentlength Spar# M V Cd CFN C i Cr Cm C t CL M tb F'b V fv Fv Length 5.0ft 2 0.372 0.123 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 900.00 0.23 20.00 162.00 -+04.41, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.714 0.272 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.88 714.22 1000.00 0,55 49.00 180.00 Length =5.0ft 2 0.714 0.272 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.88 714.22 1000.00 0.55 49.00 180.00 .0+141, LL Comb Run (Li 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 1O.0ft I 0.335 0.199 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1000.00 0.40 35.88 180.00 Length =5.oft 2 0.335 0.199 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1000.00 0.23 35.88 180.00 -+0+1.+F$, IL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.714 0.272 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.88 714.22 1000.00 0.55 49.00 180.00 Length =5.0ft 2 0.714 0.272 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.88 714.22 1000.00 0.55 49.00 180.00 -+D+Lr*1,LL Comb Run (L) 1.000 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 It 1 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225.00 Length =5.Oft 2 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225,00 40-i'lr+H, LL Comb Run (Li 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length s10.oft 1 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225.00 Length =5.01t 2 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225.00 -+0-'Ir-+H,IL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 ft 1 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225.00 Length =5.Oft 2 0.268 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 20.00 225.00 -+D-+0.750Lr-.0.750L#1,IL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 It 1 0.496 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.63 619.41 1250.00 0.47 41.75 225.00 Length =5.0ft 2 0.496 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.63 619.41 1250.00 0.47 41.75 225.00 -+0-+0,750Lr-.0,7501+H,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.268 0.138 1,25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.35 31.03 225.00 Length =5.0ft 2 0.268 0.138 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.88 334.96 1250.00 0.23 31.03 225.00 -'O+O.750Lr-'0.750L#l,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.496 0.186 1.25 1.000 1.00 1.00 1,00 1.00 1.00 1.63 619.41 1250.00 0.47 41.75 225.00 Length 5.0ft 2. 0.496 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.63 619.41 1250.00 0.47 41.75 225.00 Overall Maximum Deflections Load Combination Span Max. "- Dell Location in Span Load Combination Max. '+ Deft Location in Span I Only, LL Comb Run (L 1 0.0183 1.508 +041*1, LL Comb Run (L) -0.0525 6.089 +04141, IL Comb Run (L) 2 0.2241 5.000 0.0000 6.089 Vertiâal Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 0296 1.226 Overall MiNimum 0.166 0.766 0.030 0.460 +04.-+H, LL Comb Run (t) -0.070 0.960 404141, LL Comb Run (LI 0.296 0.726 +D4.+H,LL Comb Run (LL) 0.196 1.226 +04.r41, IL Comb Run (L) 0.030 0.460 -+04,r-+H, IL Comb Run IL*) 0.030 0.460 -+0+1r44, LI Comb Run iLL) 0.030 0.460 -+D-+0,750Lr-+0.7501-*I, IL Comb Run ( -0.045 0.835 +0-+0.7501r-+0.7501-*I, LL Comb Run (L 0.229 0.659 -+040.7501-r40.7501-*l, LL Comb Run (I 0.154 1.034 D Only 0.030 0.460 Lr Only, LL Comb Run (*L) Lr Only, IL Comb Run (L') Li Only, IL Comb Run (LL) L Only, LL Comb Run (IL) -0.100 0.500 I Only, U. Comb Run (Li 0.266 0.266 lOnly, IL Comb Run (IL) 0.166 0.766 H Only Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lelja Project ID: 18012 14 Encinitas, CA 92024 Project Descr: Title Block Line 6 inted: 14 MAR 2018, 2:40PM W d B File = E Dropboxl2018JO-1\18012.-1\CALCUL-11FRANCl-1 EC6 oo earn ENERCALC INC 1983-2017 Build 1017 12.10 VenD 171210 .TtTaEIIftD1iLYP Irsii11ElTk.i*ii '• Description: F8-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend-xJ( 2,000.0ksi Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D =0.1190, L= 0.140 k/ft, Extent = 0.0 ->> 15,50 ft Partial Length Uniform Load: D = 0.1130, L = 0.30 k/lt, Extent = 15.50 ->> 18.50 ft Load for Span Number 1 Point Load: 0=0.8480, L = 1.260k@ 15.5011 aximum Bending Stress Ratio = 0.3451 Maximum Shear Stress Ratio = - 0.379 :1 Section used for this span 3.5x16 Section used for this span 3.5x16 fb:Actual = 1,035.32psi fvActual = 108.01 psi FB : Allowable = 3,002.48psi Fv : Allowable = 285.00 psi Load Combination 404.+H, LL Comb Run (L*) Load Combination +04.41, LL Comb Run (LL) Location of maximum cn span = 9.679ft Location of maximum on span = 16.229 It Span # where maximum occurs = Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.164 in Ratio = 1281 >=360 Max Upward Transient Deflection -0.033 in Ratio = 734 >3() Max Downward Total Deflection 0.307 in Ratio = 684 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Spn# M V C C FN C, Cr Cm C t CL M tb Fb V fv F'v 401+1 0.00 0.00 0.00 0.00 Length =17.50ft 1 0.179 0.184 0.90 0.969 1.00 1.00 1.00 1.00 1.00 6.02 483.61 2702.23 1.76 47.21 206.50 Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lelja Proiect ID: 18012 Encinitas, CA 92024 Project Descr: title blocic une fj Punted: 14 MAR 2018, 2:40PM 1 d Be .AM arn W ENERCALC INC 1983-2017 Build10171210 Ver101712.10 Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C 1 Cr Cm C t C1 M lb Fb V fv F'v Length =1.oft 2 0.002 0.184 0.90 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 2702.23 0.13 47.21 256.50 1.04.iH,LL Comb Run CL) 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.159 0.166 1.00 0.969 1.00 1.00 1.00 1.00 1.00 5.94 477.14 3002,48 1.77 47.44 285.00 Length 1.0ft 2 0.006 0.166 1.00 0.969 1.00 1.00 1,00 1.00 1.00 0.21 17.25 3002.48 0.43 47.44 285.00 +D'i4,.uH, LL Comb Run (L*) 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50ft 1 0.345 0.378 1.00 0.969 1.00 1.00 1.00 1.00 1.00 12.88 1,035.32 3002.48 4.02 107.78 285.00 Length :1,oft 2 0.002 0.378 1.00 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 3002.48 0.13 107.78 285.00 404U*l, LL Comb Run (LL) 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.343 0.379 1.00 0.969 1.00 1.00 1.00 1.00 1.00 12.80 1,028.66 3002.48 4.03 108.01 285.00 Length= 1.0 It 2 0.006 0.379 1.00 0.969 1.00 1.00 1.00 1.00 1.00 0.21 17.25 3002.48 0.43 108.01 285.00 +D+1r44, LL Comb Run (*1) 0.969 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length 17.50ft 1 0.129 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 6.02 483.61 3753.10 1.76 47.21 356.25 Length 1.0ft 2 0.001 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 3753.10 0.13 47.21 356.25 +O-'{j+H, LL Comb Run (LI 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50ft 1 0.129 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 6.02 483.61 3753.10 1.76 47.21 356.25 Length= 1.0 it 2. 0.001 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 3753.10 0.13 47.21 356.25 4041r#I,t.L Comb Run (LL) 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.129 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 6.02 483,61 3753.10 1.76 47.21 356.25 Length =1.oft 2 0.001 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 3753.10 0.13 47.21 356.25 .040.750Lr40.750L41,LLC3mbR' 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.128 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 5.96 478.76 3753.10 1.77 47.38 356.25 Length =1.oft 2 0.004 0.133 1.25 0.969 1.00 1.00 1.00 1.00 1.00 0.18 14.23 3753.10 0.35 47.38 356.25 4040.7501riO.7501-.H,LL Comb R 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50ft 1 0.239 0.260 1.25 0.969 1.00 1.00 1.00 1.00 1,00 11.17 897.32 3753.10 3.46 92.64 356.25 Length =1.oft 2 0.001 0.260 1.25 0.969 1.00 1.00 1.00 1.00 1.00 0.06 5.19 3753.10 0.13 92.64 356.25 4040.750LN0.750L+H,LL Comb R' 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.238 0.261 1.25 0.969 1.00 1.00 1.00 1.00 1.00 11.10 892.34 3753.10 3.47 92.81 356.25 Length = 1.0 ft 2 0.004 0.261 125 0.969 1.00 1.00 1.00 1.00 1.00 0.18 14.23 3753.10 0.35 92.81 356.25 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination Max. + Deft Location in Span -fO+L+H, LL Comb Run (*) 1 0.3067 8.994 0.0000 0.000 2 0.0000 8.994 9O41H, LL Comb Run (LI -0.0602 1.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 'l Support 2 Support 3 Overall MAXimum 2.663 5.007 Overall MiNimum 1.379 2.951 1.276 2.056 404L4H, II Comb Run (1$ 1.267 2.365 +0444-I, LL Comb Run (L) 2,663 4.699 .e0+t.-41, LL Comb Run (IL) 2.655 5.007 i'0-i4jsH, LL Comb Run 1*1) 1.276 2.056 +04.r#t, LL Comb Run iL') 1.276 2.056 +0*Lr+H, LL Comb Run .LL) 1.276 2.056 .0-+0.750Lr-'0.750L41, LL Comb Run (* 1.269 2.287 +0+0.750Lr+0.750L41, LL Comb Run (L 2.316 4.038 -D'0.750Lr0.750L#l, LL Comb Run (L 2.310 4.269 D Only 1.276 2.056 Lr Only, LL Comb Run (*1) Lr Only, LL Comb Run (L) Lr Only, LL Comb Run (LL) L Only, IL Comb Run (*1) -0.009 0.309 L Only, IL Comb Run (1') 1.387 2.643 L Only, U. Comb Run (LL) 1.379 2.951 H Only Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lelja Project ID: 18012 Encinitas, CA 92024 Project Descr. Title Block Line 6 Pnted: 14 MAR 2016, 2:41PM Fw d B File E\0TObOXl2018 1\18012-1\CALCUL--IIFRANCI'i EC6 00 earn . . ENERCALC. INC. 1983-2017, Build:10.17.I2.10, Ver.10.17.12.10 Description: FB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set. ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 3,100.0 psi Ebend-xx 2,000.0ks1 Fc - Prii 3,000.0 psi Eminbend - xx I ,036.83ks1 Wood Species : Fc-Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41 .750 pet Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling D(O.408) L(1.018) 0(0.01995) L(0.05320) 90.0270 L(O.080) 5.25x11.25 5.25x1125 Span = 18.50 ft Span = 5.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D = 0,0150, L = 0.040 ksf, Extent = 0.0 ->> 18.50 ft, Tributary Width = 1.330 ft Partial Length Uniform Load: D = 0.0270, L = 0.080 k/fl, Extent = 18.50 ->> 23.50 ft Load for Span Number 2 Point Load: 0 = 0,4080, L = 1.018k @5.0 ft Maximum Bending Stress Ratio = 0.3031 Maximum Shear Stress Ratio = 0.172 :1 Section used for this span 5.25x11.25 Section used for this span 5.25x11.25 fb : Actual = 940.73psi Iv Actual = 49.07 psi FB : Allowable = 3,100.00p5i Fv: Allowable = 285.00 psi Load Combination 40+L+H, LL Comb Run (LL) Load Combination 40+L#1, LL Comb Run (*L) Location of maximum on span 18.500ft Location of maximum on span = 18.500 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.328 in Ratio= 366 >=360 -0.187 in Ratio = 1188>=360 0.399 in Ratio= 300 >=240 -0.190 in Ratio= 1166 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb F'b V fi Fv '.04H 0.00 0.00 0.00 0.00 Length =18.50ft 1 0.101 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 2790.00 0.59 14.93 256.50 Quails Engineering Project Title: Francis Residence 11 4403 Manchester Ave 9203 Engineer: Andrew Leija Project ID: 18012 Encinitas, CA 92024 Project Descr: Title Block Line 6 Panted: 14 W 2018, 2:41 PM W d B File E:\Dropbox2018JO-1t18012--1CALCUL-1\FRANCl--1.EC6 00 earn ENERCALC. INC 1983-2017 Budd 10171210 VerlO 171210 Description: FB-3 Load Combination Max Stress Ratios Moment Values Segment Length Span # M v cd C FN c i Cr Cm C t CL M lb F'b Shear Values V fv F'v Length =5.0ft 2 0.101 0.058 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 2790.00 0.59 14.93 256.50 4D4L+H,LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0,00 0.00 0.00 0,00 Length = 18.50 ft 1 0.303 0.172 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.68 940.73 3100.00 1.93 49.07 285.00 Length =5.oft 2 0.303 0.172 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.68 940.73 3100.00 1.93 49.07 285.00 +O+L41, LL Comb Run (L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.093 0.079 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.67 289.84 3100.00 0.89 22.63 285.00 Length =5.oft 2 0.091 0.079 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3100.00 0.59 22.63 285.00 -DiL#H, LL Comb Run (LL) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.50 It 1 0.303 0.172 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.68 940.73 3100.00 1.93 49.07 285.00 Length ='5.oft 2 0.303 0.172 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.68 940.73 3100.00 1.93 49.07 285.00 -+D+Lr+H, LL Comb Run (*L) 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.50 It 1 0.072 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 Length =5.oft 2 0.072 0.042 1.25 1.000 1.00 1.00 1,00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 -+O-'ir+H, LL Comb Run (Li 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.072 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 Length =5.0ft 2 0.072 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 4D4.r4+1, LL Comb Run (LLI 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.072 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 Length =5.oft 2 0.072 0.042 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 14.93 356.25 -+D40.750Lr-'0.750L4I,LL Comb R' 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.200 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.16 775.75 3875.00 1.60 40.54 356.25 Length =5.oft 2 0.200 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.16 775.75 3875.00 1.60 40.54 356.25 4040.750Lr90.750L*l, LL Comb R 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.072 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.78 19.82 356.25 Length = 5.0 ft 2 0.072 0.056 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.59 280.82 3875.00 0.59 19.82 356.25 4040.750Lr40.750L41, LL Comb Ri 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 18.50 ft 1 0.200 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.16 775.75 3875.00 1.60 40.54 356.25 Length =5.oft 2 0.200 0.114 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.16 775.75 3875.00 1.60 40.54 356.25 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combinalian Max. -'- Defi Location in Span 1 0.0000 0.000 -'O+L+H, LL Comb Run (L) -0.1904 11.369 +D+L+H, LL Comb Run (1) 2 0.3989 5.000 0.0000 11.369 Vertical Reactions Support notation : Far left is #1 Values in POPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.695 3.351 Overall MINimum 0.163 2.239 +D41 0.203 1.112 -.D{.#l, LL Comb Run (*L) -0.126 2.859 -.D-4'L441, LL Comb Run (Lv) 0.695 1.604 404.41, LL Comb Run (Li) 0.366 3.351 4D4.r4H, LL Comb Run ('L) 0.203 1.112 +0+Lr+H, LL Comb Run (L) 0.203 1.112 401-Lr$H, LL Comb Run (LL) 0.203 1.112 -.040.750Lr+0.750L#I, U. Comb Run (* -0.044 2.422 -+D+0.750Lr+0.750L"H, LL Comb Run (L 0.572 1.481 40'0.750Lr-'0.750L-"+1, LL Comb Run (L 0.325 2.791 D Only 0.203 1.112 Lr Only, LL Comb Run (14 Lr Only, LL Comb Run (L Lr Only, LL Comb Run (U..) L Only, LL Comb Run (L) -0.329 1.747 L Only, LL Comb Run (LI 0.492 0.492 L Only, LL Comb Run (LL) 0.163 2.239 H Only Quails Engineering Project Tulle: Francis Residence I 4403 Manchester Ave #203 Engineer: Andrew Leija Project ID: 18012 Encinitas, CA 92024 Project Descr: Title Block Line 6 Printed: 14 MAR 2018, 2:42PM W d B File= EDmpbox2O18JO-1l18Ot2--1\CALCUL-1\FRANCI-1 EC6 00 earn ENERCA LC. INC 1902017 WWI 0.17AZIO Ver10 1712.10 Description: FB-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Poll 1,650.0 psi Eminbend - xx 950.0ks1 Wood Species : DF/DF Fe - Pep 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1 12.25x16.5 Span = 26.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0. 1650, L = 0.440 k/ft. Extent = 0.0 —>> 4.0 ft. Tributary Width = 1.0 It Uniform Load: D = 0.020, L = 0.0530 k/ft. Extent = 4.0 —>' 10.0 It, Tributary Width = 1.0 ft Uniform Load: D = 0.0870, L = 0.0530 k/ft, Extent = 10.0 —>> 26.0 ft. Tributary Width = 1.0 ft Point Load: D= 1.276, L=1.387k@4.oft Point Load: D = 2.389, L = 4.143k © 10,0 ft Point Load: D = 1.870, L = 3.720k @5.0 ft Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Francis Residence Engineer: Andrew Leija Project Descr: Project ID: 18012 '1 Title Block Line 6 PrInted: 14 MAR 2015, 2:42PM W FIle= E:\Dmpb018JO-1\18O12-lCA1CUL-1\FRANCi-l.EC6 Wood earn ENERCP&C INC. 1983-2017 Bud 10171210 VerlO 171210 Descption: FB-5 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8191 Maximum Shear Stress Ratio = 0.385 :1 Section used for this span 12.25x16.5 Section used for this span 12.25x16.5 lb Actual = 1,707.71 psi IV : Actual 101.96 psi FB : Allowable = 2,085.75 psi Fv : Allowable = 265.00 psi Load Combination 404.-i-H Load Combination Location of maximum on span = 9.964ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span #1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.600 in Ratio = 519 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 1.043 in Ratio = 299 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V fv F'v +0+H 0.00 0.00' 0.00 0.00 Length =26.Oft 1 0.376 0.170 0.9C 0.869 1.00 1.00 1.00 1.00 1.00 32.66 705.12 1877.17 5.48 40.65 238.50 +0+1*1 0.869 1.00 tOO 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.Oft 1 0.819 0.385 1.00 0.869 1.00 1.00 1.00 1.00 1.00 79.10 1,707.71 2085.75 13.74 101.96 265.00 +D+lr+fl 0.869 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 It 1 0.270 0.123 1.25 0.869 1.00 1.00 1.00 1.00 1.00 32.66 705.12 2607.18 5.48 40.65 331.25 .+D+0.750Lr+0.750L41 0.869 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.0ft 1 0.559 0.262 1.25 0.869 1.00 1.00 1.00 1.00 1.00 67.49 1,457.06 2607.18 11.67 86.63 331.25 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination Max. + Dell Location In Span +0+1*1 1 1.0429 12.051 0.0000 0.000 Vertical Reactions ' ' Support notation: Far left is #1 Values in KPS Load Combination Support I Support 2 Overall MA)(imum 14.600 6.421 Overall MINimum 8.846 3.330 5.755 3.091 -+0+1*1 14.600 6.421 +O+Lr*I 5.755 3.091 +O-+0.750Lr-+0.7501*l 12.389 5.589 D Only 5.755 3.091 LrOnly L Only 8.846 3.330 H Only Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer. Andrew Lelja project ID: 18012 Encinitas, CA 92024 Project Descr: I we blOCK Line 0 Printed: 14 MR 2018, 2A2PM Wood Beam File= EDmpbox'r2018JO-1t18012--1\CALCUL-1\FRANCI-1 EC6 ENERCALC, INC 1983-2017 Build 1017 1Z10 VerlO 171210 IUjyEsIIIsI' i Description : FB-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1 ,800.0ksi Fc - PrIl 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DFIDF Fc - Perp 650.0 psi Ebend- yy 1 ,600.0ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.Opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.150, L = 0,40 k/ft, Extent = 0.0 —>> 7.50 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.0450, L = 0.120 klft, Extent = 7.50 —>> 13.0 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.040, L = 0.040 klft, Extent = 13.0 —>> 24.0 ft, Tributary Width = 1.0 ft Point Load: D = 5.750, L = 6.638 k @ 6.50 ft Point Load: 0 = 0.3370, L = 0.7850 k @7.50 ft Point Load: D =0.2480, L=0.40 k @ 13.0 ft Qualls Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Francis Residence Engineer: Andrew Leija Project ID: 18012 Project Descn i me blOCK Line b Panted: 14 MAR 208, 2:42PM Wood Beam File = ElDioobox\2018JO-1\18012 -1\CALCUL-1\FRANCl1 EC6 ENERCALC INC 1983-2017 Build 10171210 VenD 171210 Description : Maximum Bending Stress Ratio = 0.86Q 1 Maximum Shear Stress Ratio 0.393 :1 Section used for this span 12.25x16.5 Section used for this span 12.25x16.5 fb : Actual = 1,807.93ps1 fv : Actual = 104.26 psi FB : Allowable = 2,102.51 psi Fv : Allowable 265.00 psi Load Combination 40+L+H Load Combination Location of maximum on span = 6.569ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.497 in Ratio = 579 >=30 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.887 in Ratio = 324 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C 1 Cr Cm C t CL M ft) Pb V Iv F'v 4041 0.00 0.00 0.00 0.00 Length =24.Oft 1 0.417 0.187 0.90 0.876 1.00 1.00 1.00 1.00 1.00 36.51 788,29 1892.26 6.00 44.53 238.50 0.676 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.0ft 1 0.860 0.393 1.00 0.876 1.00 1.00 1.00 1.00 1.00 83.74 1,807.93 2102.51 14.05 104.26 265.00 +D+Lr+H 0.876 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.olt 1 0.300 0.134 1.25 0.876 1.00 1.00 1.00 1.00 1.00 36.51 788.29 2628.13 6.00 44.53 331.25 0+0.750Lr+0.750L#1 0.876 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.oft 1 0.591 0.270 1.25 0.876 1.00 1.00 1.00 1.00 1.00 71.94 1,553.02 2628.13 12.04 89.33 331.25 Overall Maximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max. W Dell Location in Span 404L#I 1 0.8871 10.949 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 14.829 6.293 Overall MiNimum 8.573 3.350 *041 6.255 2.943 14.829 6.293 *04r*l-I 6.255 2.943 '0*0.750Lr*0.750L+H 12.686 5.455 O Only 6.255 2.943 LrOnly L Only 8.573 3.350 H Only Quails Engineering Project Title: Francis Residence ', ?- 4403 Manchester Ave #203 Engineer: Andrew Leija Project ID: 18012 Encinitas, CA 92024 Project Descr: I Be blOCK Line Printed: 14 MAR 2018, 2:44PM W I. d B e=ElDcopbo2O18JO-118O12 -1\CALCUL-l\FRANCI-1 ECS oo earn File= INC, 19&2017. Build10111210 Ver101712-10 Description: FB-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,850.0 psi Ebend- xx 1800.0 ksi Fc - Prtl 1,650.0 psi Eminbend - xx 950.0ksj Wood Species : OF/CF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Bean is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.4090, Lr = 0.120, L = 0.390 k/fl, Extent = 0.0->> 9.0 ft, Tributary Width = 1.0 ft Uniform Load: 0 = 0. 7690, Lr = 0.480, L = 0.390 k/It, Extent = 9.0 —>> 16.750 ft. Tributary Width = 1.0 ft Uniform Load: D=0.150, L = 0,40 k/fl, Extent= 16.750 —>> 21.750 ft. Tributary Width 1.0 ft Point Load: D =0.5520, Lr = 0.5520 k @9.0 ft Point Load: 0=1,160, L0.930, E = 1.290 k@ 15.7501t Point Load: D=8.928, Li = 8.50, L 3.755, E = -4.194 k @ 16.750 ft Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lea Project ID: 18012 2.3 Encinitas, CA 92024 Project Descr. Pnted: 14 MAR 2018, 2:44PM W Fife E:tDropboxl2018l0-1\18012--1CALCUL-1\FRANCl-1.EC6 00 am ENERCALC INC 1983-2017 Build 10171210 VerlO 171210 Description: FB-9 Maximum Bending Stress Ratio = 0.7671 Maximum Shear Stress Ratio = 0.508: 1 Section used for this span 10.75x21 Section used for this span 10.75x21 fb:Actual = 1,611.53psi fv:Actual = 168.41 psi FB : Allowable = 2,099.96psi Fv Allowable 331.25 psi Load Combination +D-t41 Load Combination +D+0750Lr40.750L'*l Location of maximum on span = 13.812ft Location of maximum on span = 20.004 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.249 in Ratio = 1048 >=360 Max Upward Transient Deflection -0,044 in Ratio = 5936 >=360 Max Downward Total Deflection 0.730 in Ratio = 357 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Strew Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M It) Pb V fv Fv 0.00 0.00 0.00 0.00 Length =21.750ft 1 0.556 0.364 0.90 0.875 1.00 1.00 1.00 1.00 1.00 69.19 1,050.76 1889.97 13.08 86.92 238.50 40-t4H 0.875 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.750f1 1 0.767 0.507 1.00 0.875 1.00 1.00 1.00 1.00 1.00 106,11 1,611.53 2099.96 20.23 134.45 265.00 404t.r-iH 0.875 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.750ft 1 0.668 0.447 1.25 0.875 1.00 1.00 1.00 1.00 1.00 115.39 1,752.54 2624.96 22.28 148.05 331.25 -fD40.750Lr'0.750L4H 0.875 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.750f1 1 0.761 0.508 1.25 0.875 1.00 1.00 1.00 1.00 1.00 131.48 1,996.82 2624.96 25.35 168.41 331.25 s0-.O,70E41 0.875 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.750ft 1 0.287 0.180 1.60 0.875 1.00 1.00 1.00 1.00 1.00 63.39 962.67 3359.94 11.47 76.24 424.00 40.600-*0,70E-I0.60H 0.875 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.7501t 1 0.162 0.098 1.60 0.875 1.00 1.00 LOO 1.00 1.00 35.79 543,50 3359.94 6.24 41.48 424.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. Dell Location in Span s040.750Lr-.0.750L*l 1 0.7302 11.510 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 16.180 26.217 Overall MINimum -0.608 -2.296 +0i4-j 8.665 13.429 14.032 21.280 +0+Lr+H 13.317 22.629 +O*0.750Lr40.750L44 16.180 26.217 "00,70E4H 8.240 11.822 .0.60D-0.70E'.0.60H 4.773 6.451 D Only 8.665 13.429 Lr Only 4.652 9.200 L Only 5.367 7.851 E Only -0.608 -2.296 H Only Quails Engineering 4403 Manchester Ave #203 Encinitas, CA 92024 Project Title: Francis Residence Engineer Andrew Lelja Project ID: 18012 Project Descr Title Block Line 6 Pcinted: 14 MAR 2018, 2:46PM Steel B File E ee earn Diopbox2Ol8O-1\18012-'-lCALCUL-1FRANCI'-1 ECS ENERCAIC INC 1983-2017 Budd 0171210 Ver10 171210 Description: FIl-1 LL Reduction CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Bean is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.1 12), L(I.791) 0(3.091) - ,'.... - V ••''1. -" .- - -? W21x57 Span = 22.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: D = 0.080 k/ft Load for Span Number 1 Uniform Load: B = 0.6630, Li = 0.270, L = 0.5840 k/ft, Extent = 0.0 ->> 8.50 ft, Tributary Width = 1.0 ft Uniform Load: C = 0.3830, L = 0.5440 k/ft. Extent = 8.50 ->> 22.0 ft, Tributary Width = 1.0 ft Point Load: D = 3.091, L = 2.664, E = -8.403k @ 8.50 ft Point Load: D=2.160, L=5.184k@10.oft Point Load: E = 8.043k @ 14.0 It Point Load: D= 1.112, L= 1.791 k @2.50ft DESIGN SUMMARY F Maximum Bending Stress Ratio = 0.438: 1 Maximum Shear Stress Ratio = 0.140 :1 Section used for this span W21x57 Section used for this span W21x57 Ma: ApIied 140.824k-ft Va : Applied 24.007 k Mn I Omega: Allowable 321.856k-ft Vn/Omega : Allowable 170.910 k Load Combination 'O4.-s+l Load Combination +D4.+H Location of maximum on span 9994ff Location of maximum on span 0.000 It Span # where maxinum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.180 in Ratio = 1,465 >=360 Max Upward Transient Deflection 0.180 in Ratio = 1,465 >=360 Max Downward Total Deflection 0.337 in Ratio = 784 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length 40441 Dsgn. L = 22.00 It 40+141 Dsgn.L= 22.00 ft +O#tr44 Span# M V Mmax+ Mmax- 1 0.200 0.068 64.34 1 0.438 0.140 140.82 la Max Mnx MnxiOmega Cb Rm Va Max Vnx VnxlOmega 64.34 537.50 321.86 1.00 1.00 11.70 256.37 170.91 140.82 537.50 321.86 1.00 1.00 24.01 256.37 170.91 Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Leija Project ID: 18012 Encinitas, CA 92024 Project Descc Title Block Line 6 Pinted: 14 MAR 2018, 246PM Stee' Bea Flle= EC6 t vu ENERQ'LC INC 1983-2017 BuIld:1117.12.101 VerlO 17 12.10 Description : FH-1 LL Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Max MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L= 22.00 It 1 0.217 0.073 69.92 69.92 537.50 321.86 1.00 1.00 13.55 256.37 170.91 4040.750Lr.0,750L41 Dsgn. L = 22.00 ft 1 0.391 0.131 125.69 125.69 537.50 321.86 1.00 1.00 22.32 256.37 170.91 4090.70E#1 Dsgn. L= 22.00 ft 1 0.192 0.059 61.69 61.69 537.50 321.86 1.00 1.00 10.14 256.37 170,91 +0.60D40.70E40.60H Dsgn. L= 22.00 It 1 0.128 0.037 41.14 41.14 537.50 321.86 1.00 1.00 6.40 256.37 170.91 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span 1 0.3365 10.686 0.0000 0.000 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 24.007 18.119 Overall MiNimum 1.852 0.443 4041 11.699 8.481 4Dt41 24.007 18.119 '.D4j41 13.551 8.924 4040.750Lr40.750L41 22.319 16.042 *040.70E#I 10.137 9.791 40.60D+0.70E40.6011 5.457 6.398 0 Only 11.699 8.481 LrOnly 1.852 0.443 LOnly 12.308 9.639 E Only -2.232 1.872 H Only Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lelja Project ID: 18012 nt Encinitas, CA 92024 Project Descr Printed: 14 MAR 2018, 2:51Pfi Wood B flIe=Ebox2018JO-1U8012-1\CALCIJL-1lFRANCH.EC6 00 earn ENERCALC INC 1983-2017 Buildl0l7l2l0 Ver1017121O Description: CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi E: Modulus of Elasticily Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend- xx 2,000.0ksi Fc - Pill 3,000.0 psi Eminbend - xx 1036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D=0.110, Lr = 0.110 k/ft, Extent= 0.0 ->> 7.50 ft, Tributary Width= 1.0 ft Uniform Load: D=0.2780, Li = 0.120, L=0.040 k/ft, Extent= 7.50 ->> 16,0 ft, Tributary Width= 1.0ff Point Load: D=8.665, Lr = 4.652, L = 5.367k @ 7.50 ft DESIGN SUMMARY Maximum Bending Siress Ratio = 0.74€ 1 Maximum Shear Stress Ratio = 0.442:1 Section used for this span 5.25x20 Section used for this span 5.25x20 fib : Actual = 2,184.31 psi fv : Actual = 125.97 psi FB Allowable 2,928.95ps1 Fv Allowable = 285.00 psi Load Combination +fj+L+H Load Combination +D+L-'4-I Location of maximum on span = 7.533f1 Location of maximum on span = 0000ff Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span #1 Maximum Deflection Max Downward Transient Deflection 0.122 in Ratio = 1567 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.412 in Ratio = 465 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C CFN C i Cr Cm C CL M lb F'b V liv F'v 0.00 0.00 -- 0.00 0.00 Length= 16.0 ft 11 0.543 0.327 0.90 0.945 1.00 1.00 1.00 1.00 1.00 41.73 1,430.65 2636.05 5.88 83.95 256.50 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Quails Engineering Project Title: Francis Residence 4403 Manchester Ave #203 Engineer: Andrew Lea Project ID: 18012 Encinitas, CA 92024 Project Descr: I itie llocK Line b Punted 14 MAR 2018, 2:51PM W d B FE\Dropbox\2018J0-118012-1CALCUL-1lFRANCI--1 EC6 00 earn ENERCAIC INC 1983-2017 Build 10 17 12 10 VerlO 17 12.10 IUtT'EsM,NP . Description: FH-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span :# M V Cd CFN C i Cr Cm C t CL M fb Pb V fj Pv Length = 16.0 ft 1 0.746 0.442 1.00 0.945 1.00 1.00 1.00 1.00 1.00 63.71 2,184.31 2928.95 8.82 125.97 285.00 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.598 0.364 1.25 0.945 1.00 1.00 1.00 1.00 1.00 63.87 2,189.79 3661.19 9.07 129.58 356.25 *040,750Lr40.750L*4-1 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.Oft 1 0,701 0.420 1.25 0.945 1.00 1.00 1.00 1.00 1.00 74.82 2,565.25 3661.19 10,48 149.69 356.25 "040.70E4H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.305 0.184 1.60 0.945 1.00 1.00 1.00 1.00 1.00 41.73 1,430.65 4686.32 5.88 83.95 456.00 40.60D40.70E40.60H 0.945 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.183 0.110 1.60 0.945 1.00 1.00 1,00 1.00 1.00 25.04 858.39 4686.32 3.53 50.37 456.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. + Defi Location in Span +D40.750Lr4O,750L41 1 0.4120 7.942 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 10.843 10.650 Overall MINimum 2.942 2.765 6.106 6.234 *O*L4H 9.048 8.999 'D4Lr#H 9.480 9.357 +D..0,750Lr*0,750L43 10.843 10.650 +D'.0.70E41 6.106 6,234 40.600'+0.70Ei0.60H 3.664 3.740 D Only 6.106 6.234 Li Only 3.374 3.123 L Only 2.942 2.765 E Only H Only QuaUs Engineering Sheet: 2 Structural Engineering Services Project: Fia. wn. i s Job #: 18,017— Engineer &4r L Date: Lateral Design Seismic V = CsW = 0 • W= Total Dead Load Roof Diaphragm Exterior Walls I 2. F )t / S PS Interior Walls i rr w ' -4> Floor Diaphragm 2 '( SO Fr Exterior Walls loS Fr c F7 Z ' 72 Interior Walls H I FT'rx ?p 4 26C -D lbs Total Dead Load = j7(p W Base Shear V = CW -p Vertical Distribution W (k) h (ft) Wh Wh V (ibs) Area (ft2) Vpsf Roof Slip 1Z34.1 23 231 Floor i. rn ô.q, s-i'ii 24 st Wind Check P = II . psf MOP Roof N — S = 11.3 psf x(#2')/ > E—W=143 psfx(' 910/ EiQQr N—S I'(.) psf x( " E — Wl.S Psfx(I > 1.8 ('SF Cumulative N—S= 50S E—W = £/7 PP C1SlVt(C ov-,S Quails Engineering Sheet Structural Engineering services Project: 1j-p1C iS Job #: / l) Engineer .,t- Date: Shearwall Design Level: Direction: N -S Vi (Unit Shear): 3' psf I7t' -.--- Gtidline: 1l e C. L,= (e,lc t (D.+ 2.Z5 225 117 7.7 ft A (Trib. Area) = 3 14 16 j 106 f ft2 F (Lateral Load) °'( a 39 30 lbs SW Type: to Vic (Unit Lateral Load) = 2-1(, pif Va11 = CO °pif H:W Adjustment (V1 fX h/2w) = pif HI) Type: y.'SC 1O Overturning Force - OK by inspection Ta11 = 13)0 lbs L__ft Uplift= zi lbs x'S (,(as•h)(,.w t5,f,z.) (cI —il> i•4b fl. Mç Gridline: F 1, (it 4I3,7 57 ' l's.75 ft A(1'rib.Area) t454,37f )((j ft2 F (Lateral Load) = I 7-&# g r lbs V lf (Unit Lateral Load) = 3I pif H:W Adjustment (VlfX h/2w) = ?3/,k "R) i5 'I1 pif Overturning Force OK by inspection Lw __ft Uphft= lbs SW Type: 3& Vu pif I-ID Type: f.57C 52- T,,11= 514 lbs - OK by inspection - OK by inspection Gridline: A (Trib. Area) F (Lateral Load) Vii (Unit Lateral Load) H:W Adjustment (V1fX h/2w) = Overturning Force L,=—ft Uplift Gridline: A (Trib. Area) F,, (Lateral Load) V1 (Unit Lateral Load) H:W Adjustment (VIfx h/2w) Overturning Force L__ft Uplift lbs SW Type: plf Vafl= pif pif HD Type: lbs lbs ft ft2 lbs SW Type: pif Vn= plf pif I-ID Type: Ta11= __________lbs lbs ft ft2 Quails Engineering Structural Engineering Services Project Engineer. FpL*sicI 5 4i Sheet: 30 Job #: // Date: Shearwall Design Level: JZ Direction: E - L..) Vf (Unit Shear): psf Gridline: 1. I-IS ft A (rib. Area) I 7 ft2 F (Lateral Load) Zl7Y) 1670 lbs SW Type: 3C '? VIf (Unit Lateral Load) = -' pif Van = plf H:W Adjust1nent(VIfxh/2w) ZS v pif RD Type: Overturning Force - OK by inspection To= lbs L__ft Uplift 17( lbs Gridline: - = 2- 5 ft A (I'rib. Area) = l (, ft2 F (Lateral Load) = ?9 lbs SW Type: 6' Vplf (Unit Lateral Load) = 7 e>/ ,. Z-5 Van = UeO Of H:W /2- f pif Adjustment (Virx h/2w) = pif HI) Type: NO 9'2 Nee Ip Overturning Force - OK by inspection To = lbs L ft uplift= lbs Gridline: '3 l - ft A (rrib. Area) =15/x)f 27 t t.f 4 ft2 F (Lateral Load) = q 3 (0 lbs SW Type: (V ' Vtf (Unit Lateral Load) = 1(po(.4 2. 11 '1 —pif Van = 06,o pif H:W Adjustment (Vpwx h/2w) = pif HI) Type: No /A) w4 to Overturning Force - OK by inspection To = lbs L = ft Uplift 13y,'r-(,bt'y)(7 *'4j' lbs Gridline: t-(o l= 1I75 t(e = I775 ft A (Trib. Area) = 'ix/6 jl '"z-) 4'7 + * /o'15 ftz F (Lateral Load) loqSX 3, @ 37 Li a lbs SW Type: Vpii(Jnit Lateral Load) 7/P7 S' ?J plf Van = pif H:W Adjustment (VIfx h/2w) = pif HI) Type: YN c' Overturning Force OK by inspection To= 7 10 lbs L, ft Uplift ?) lbs SW Type: 6 Z(CO pif HD Type: f/t TO — lbs lI SW Type: Vaj =phi HD Type: T= lbs SW Type: Va5= ph HD Type: T= lbs SW Type: Van =pif HD Type: T=. Ibs Quails Engineering Sheet 31 Structural Engineering Services Project I&*v1cA job #: /1OI2- Engineer hf- Date: Shearwall Design Level: Direction: E"- V 5f (Unit Shear): psi RAF.p. ,- Gridline: 1 l= ?5f '3St /S - A (Trib. Area) = v/ J r 10 ft2 F (Lateral Load) = ) ) " / I T lbs Vit- (Unit Lateral Load) = 12 9 p].f H:W Adjustment (V1AEX h/2w) = ph Overturning Force - OK by inspection L__ft Uplift %G' lbs Gridline: ft A (Trib. Area) ft2 F (Lateral Load) lbs VIf (Unit Lateral Load) pif H:W Adjustment (V1fx h/2w) pif Overturning Force - OK by inspection Lft Uplift= lbs Gridline: ft A (Trib. Area) ft2 F (Lateral Load) lbs V2it- (Unit Lateral Load) ph H:W Adjustment (VIfx h/2w) phi Overturning Force - OK by inspection L_ft Uplift= lbs Gridline: ft A (Trib. Area) ft2 F (Lateral Load) lbs Vi1 (Unit Lateral Load) pif H:W Adjustment (Virx h/2w) = ph Overturning Force - OK by inspection L =—ft Uphft IDS Quails Engineering Sheet: 32 Structural Engineering Services Project: Fit.wici S Job #: / 1oi 2-. Engmeer. A-C Date: Shearwall Design Level: FW. FW Direction: (i V1,f (Unit Shear): -' 3 psf Gridline: A # 6 1 = S7 11. 1 S i/if 37. 7J ft A(I'rib.Area) ft2 F (Lateral Load) = ? Ir 2 4 3 T 3.0 W47 17 lbs SW Type: Vjf (Unit Lateral Load) = 0— 1(t = p1 Vall 240 pif H:W Adjustment (Vwx h/2w) = Y• 7T /($ 7 p1 HI) Type: M2 L) ! Overturning Force - OK by inspection Ta5 = 56 7 S7 lbs I,=—ft uplift = X/ Gridline: I) i _____ ft A (nib. Area) = )- 2-It Y ft2 F (Lateral Load) ( S 3 2 lbs SW Type: T( Vw(Unit Lateral Load) = C/9 3/,7 76 pif Van = 3 5' pif H:W Adjustment (V,wx h/2w) = pif HD Type: //t't) 2. Overturning Force OK by inspection Tan 3 ' lbs L_.ft Uplift /?S lbs Gridline: F 1 t " t 1 S. ft At(Frib.Area) = 9"L(3O +t(VO 7i, ft2 F (Lateral Load) ?o) ) 3 99 S2 '7 7 lbs SW Type: (70 00 / Y Vpw (Unit Lateral Load) = pif Van = 3! b4x z.- IS9 z 7? ?o H:W Adjustment (Vpirx h/2w) = pIE HD Type: 55"' AS / )Z" Overturning, Force OK by inspection Tan 17 /00 lbs L = - ft Uplift = 677V -Y Y / I f 71' lbs Gridline: A (Trib. Area) F (Lateral Load) Vir(1Jnit Lateral Load) H:W Adjustment (VIfx h/2w) = Overturning Force L=__ft Uplift OK by inspection ft2 Is SW Type: plf Va11= p1 HI) Type: _ lbs lbs 'Qualls Engineering Structural Engineering Services Project: Engineer Sheet ) job #: Date: Shearwall Design Level k-st Direction: E2t- Vi (Unit Shear): 2. !' psi Gridline: I i g75t/0 1 ft A(Trib.Area) x21 1 4 ft2 F (Lateral Load) (e4'( LO t lit t flZ1 lbs V11 (Unit Lateral Load) / /77 pif H:W Adjustment (Vplfxh/2w) = ifl 1 r*c7r )t7 pif Overturning Force - OK by inspection L ZLft uplift = /7?,2 (,> 4.%?.c)fIzx'ft XZOJ' IL/Subs Gridline: 4 S. S t- 7 z /0. ft A(Trib. Area) = £? ft2 F (Lateral Load) = (-7 x 1- 3 ' C '°°° lbs Vjf (Unit La:eral Load) = 9°//0. c t ph H:W Adjustment (VplfX h/2w) = S &S3 pif Overturning. Force - OK by inspection = f: Uplift = X'Z -)f/2L7 qq6 3 lbs Gridline: S i I-(, /S. r ft A (rrib. Are = L t (p ir ft2 F (Lateral Load) = S - lbs Vplf (Unit Lateral Load) 3 r- z ph H:W Adjustment (Vit-x h/2w) = ____________________________ pif Overturning Force - OK by inspection L__ft Uplift 1L—Y' 1721bs SW Type: (c Va11 =___ph HD Type- Wzt'2 T= 507r lbs SWType: 0u;- Va11 = 70 pif HD Type: th7u5'- Tn = S1D'1 lbs SW Type: Ye Vai plf HD Type: HiU 2. T= 37.5 lbs Gridline: 7 i 15 & ft A (rrib. Area) = 3o +- - - (,, 3 ft2 F (Lateral Load) &('3x 23 /Ygf "fl) (14L11 lbs Vir (Unit Lateral Load) =q/8- 57 t" ph H:W Adjustment (Vplfx h/2w) phi Overturning Force - OK by inspection 1, = ft Uplift S ? IL-&G )( %)(I2x/f1 c45t cu) OO'lbs SW Type: Z.E Van= 130 pu HD Type: mit) 5 Tai = 6 017 0 lbs 2ôO 'LIz"' rf LI 5utw$ v56 ) - 2o .1, •IDjIS " tOI?D"//,, 11(eOW H • l)f A - - v S Pc) Vr Quails Engineering Sheet 14 Structural Engineering Services Project Job #: /O I Engineer: A • L E? Date: A F4NcE 401;z - Stud Wall Design - (rtct 1.- 2016 CBC, NDS 3.9.2 Location: Typical exterior stud wall Stud Grade = D.F. #2 Stud height = 23 ft. CBC or DSA? CBC Stud spacing = 16 inches on center Fe = 1500 psi Stud Size = 3 x 8 Fb = 1000 psi Width = 2.5 inches E = 1,600,000 psi Depth = 7.25 inches Emin = 620,000 psi le/d, max. 50 E'min = Emifl*CME*Ct*Ci*C le/d = 38 <Ie/d, max OR E'min = 620,000 psi fc = 78 psi fc = P/A c = 0.8 RE = 352 psi FCE = .822Emin/(le/d)"2 Occup. Category= H PC = 2520 psi F*c = Fc*CD*CM Fc*Ct*CFFC*Cj Wind (Pnet30) = l*KZt*I*P et Fc' = 341 psi = Fc*Co*CMFc*Ct*CFF *Cj*Cp I = 1.00 fb = 1064 psi fb = M*12/b*d2/6 Pnet30 = 27.2 psf FU = 1500 psi F'b = Fb*C{D*CM_Fb Ct*CL Cf b Cru*Ci Cr 1.35 cp = = 1.00 see ASCE76.5.7 ratio = (fc/Fc')"2+fb/(Fb'(1-(fc/FcE))< 1.00 w, wind = 22.0 psf (ASD) Moment = 1457 ft-lbs/ft 0.05 + 0.91 = 0.97 <1.00 Okay Axial load = 1063 lbs/ft Use 3 x 8 studs @ 16 in 0/c ss Sise FactorforFc' (cos4rescion) Size Factor, CF-Fe = 1.05 1.00 for normal, 1.6 for wind, 1.6 for seismic 1.00 @ normal conditions, 0.85 ® exposed conditions, when Pb *Cf<llso psi, Cm = 1.0 1.00 @ normal conditions, .8 @ exposed conditions, when Fc*Cf<750 psi, Cm = 1.0 358 psi, Cm = 1.0 Fc*Cf_fc = 82 psi 1.00 @ normal conditions and 0.90 @ exposed conditions 1.5 ® 2x4, 3x4, 4x4, 1.3 @ 2x6, 3x6, 4x6, 4x8, 1.2 @ 2x8, 3x8, 4x10 1.1 @ 2x10, 3x10, 4x12, 1.0 ® 2x12, 3x12 1.15 @4 inch deep members, 1.1 @6 inch deep members, 1.05 @8 inch deep members, 1.0 @ 10 and 12 inch deep members & 0.9 for 14 inch deep members Load Dura/io# Factor (Fable 23.21 Duration, C 1.60 Wet Use Factor forFb (Tlbk 44) Wet Use, CMFb = 1.00 Wet Use Factorfor Ft (Table 441 Wet Use, CMFC = 1.00 © FcCfjc = Wet Use Factor forE (Table 'IA) Wet Use, CME = 1.00 Site FactorforFb (bending) Size Factor, CF-fb = 1.2 Bending Stress Increase in lieu of the P4etitive FactorforFb' see (BC section 2306.2 Rep. Factor, Cr = 1.25 2x41.5,2.6 = 1.35,2x8 = 1.25, 2x10 = 1.2,2x12= 1.15 The following factors = l.D, c (temperature), Cr (Buckling stiffness), Cf, (Flat Use), C (Incising), CL (Beam Stablity) Quails Engineering Sheet: 3 Structural Engineering Services Project: Fwwxcis Job #: /O/. Engineer AL Date: FOUNDATION DESIGN Allowable Soils Bearing Capacity 1000 psf Use: 15 inch wide x Foundation design b = 15 18 inch deep fooling with d= 18 2 #4 top and bottom Allowable max line load W max bxASBP = 1250p1f Allowable max point load P. = b x 2d x ASBP = 3750 lbs Spread footing design P. = b2 x ASBP F2 = 2 foot square footing with 3 # 4 each way @ bun 1max = 4000 lbs F2.5 = 2.5 foot square footing with 3 #4 each way @ btm = 6250 lbs F3 3 foot square footing with 4 #4 each way @ btm P. = 9000 lbs F3.5 = 3.5 foot square footing with 4 # 4 each way @ bun P= 12250 lbs F4 = 4 foot square footing with S # 4 each way @ btm P = 16000 lbs F5 = 5 foot square footing with 6 #4 each way @ bun = 25000 lbs EXP. 03/31/2020 J M1 MiTek Re: 07580-17 Triton St. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R54666490 thru R54666513 My license renewal date for the state of California is March 31, 2020. July 3,2018 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibilty of the building designer, not the Truss Engineer, per ANSI/TPl-1, Chapter 2. July 3.2018 Job Truss Truss Type Qty Ply St. R54666490 [riton 07580-17 Ti CAL HIP 1 ob Reference (optional) Mission truss, lakeside, ca 8.220 s May 292018 MiTek Industries, Inc. Tue Jul 3 08:42:26 2018 Page 1 lD:xpvkQRt_K_NWu27j?18??ZyA5Zf-j7Hg_0UpVtjR3qwNNi4YXHSqaLUoqsTcX3elvRz?oYR -2-0-0 3-4-13 7-3-4 7-ill-li 11-11-13 16-8-4 21-4-11 25-4-13 2-1-1 29-11-11 32-11-0 2-0-0 3-4-13 3-10-7 d-84 4-0-2 4-8-7 4-8-7 4-0-2 O-8-1 3-10-7 2-11-5 Scale = 1:59.1 3.00 4x8 3x4 = 3x8 = 3x4 = 4x8 ! 1033 9 Içr 0 37 1634 15 14 13 3512 11 i.5x4 II 3x4 = 7x14M18SHS = 3x4 = 4x8 = i.5x4 3x8= 4x8 3x8= 3-4-13 7-3-4 11-11-13 16-8-4 21-4-11 26-1-4 29-11-11 32-11-0 3-4-13 3-10-7 4-8-9 4-R-7 4-8-7 4-8-9 3-10-7 2-11-5 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lc) I/defl Lid PLATES GRIP TCLL 20.0 PlaIe Grip DOL 1.25 Ic 0.47 Vert(LL) -0.51 14 >773 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -1.70 14 >232 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr NO WB 0.32 Horz(IL) 0.26 10 n/a n/a BCDL 10.0 Coce lBC2012/TP12007 Matrix-MS Weight: 423 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. l&Btr C TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G 2-0-0 Do purlins (5-11 -1 max.): 4-8. WEBS 2X4 OF Stud/Std 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=3394/Mechanical, 2=3586/0-3-8 Max Horz 2=39(Lc 4) Max Uplift 2=-8(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24-8869/0, 2-25-10199/0, 3-25=-10164/0, 3-26=-11521/132, 4_2611489/i40, 4-27=-11414/121, 5-27=-i 14241119, 5-28=-15873/131, 6-28=-15873/131 6-29-15873/140, 7-29=-1 5873/140, 7-30=-i 1424/131, 8-30=-i 1415/134, 8-31=-i 1488/153, 9-31=-11 520/145, 9-32=-i 0165/0, 110-32=11 0200/0, 10-33=-4908/0 BOT CHORD 2-17=0/9798,16-17=0/9798,16-34=-1 08/1 5873,15-34-i08/15873, 14-15=-80/17262, 13-14=-80/17262,13-35=-101/15873,12-35=-101/15873,11-12=0/979l, 10-11=0/9791 WEBS 3-17=-385/107, 3-16-204/1610, 4-16=0/1845, 5-16=-4855/57, 5-15=0/708, 6-i5=-1576/10, 6-14=0/343, 6-13=-i579/6, 7-13=0/710, 7-12=-4856/53, 8-12=0/1840, 9-i2=-193/1626, 9-11 =-351 /100 NOTES- 3-ply truss to be connected tog other with i Od (0.13i "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Pc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been pro-iided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i 10mph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.Dpsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 2. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurreni with any other live loads. Girder carries hip end with 8-0-0 end setback. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE Design valid for use only rurth MiTelI9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSIiTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666490 07580-17 TI CAL HIP 1 Job Reference (optional) Mission truss, lakeside, ca 8.220 s May 292018 MiTek Industries, Inc. Tue Jul 308:42:262018 Page 2 ID:xpvkQRt_K_N)Mi27j?18??ZyA5Zf-j7Hg_0UpVtjR3qwNNi4YXHSqaLUoqsTcX3eIvRz?oYR NOTES- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 694 lb down and 109 lb up at 26-1-4, and 694 lb down and 109 lb up at 7-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (pit) Veil: 1-4=-68, 4-8=-165, 6-10-68, 18-21=-49(F-29) Concentrated Loads (lb) Veil: 4=-589 8=-589 WARNING - Verify design paranretars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MiI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek5r connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is tc prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Iv1T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5111P11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 4x8 Zz 3s4 = 1.5x4 II 3x4 = - 3.01) 12 4x8 4x8 = 7x14M18SHS = 4x8 = 13 12 11 Job Truss Truss Type Qty Ply St ~Triton R54666491 07580-17 T1A CAL HIP 1 1 Job Reference (ootionalj Mission truss, lakeside, ca 8.220 s May 29 2018 MiTeklndus.ries, Inc. Tue Jul 308:42:492018 Page 1 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-YYAMptmF4xdAJNBoD1 7.yz7vipcMPjDLq8jTDcz?oY4 -2-0-0 4-4-13 9-3-4 12-11-11 16-8-2 20-4-9 24-1-4 28-11-11 32-11-0 2-0-0 4-4-13 4-10-7 3-8-7 3-8-7 3-8-7 3-8-11 4-10-7 3-11-5 Scale = 1:59.3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TC 0.72 Vert(LL) -0.41 12 >971 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -1.38 12-13 >285 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.41 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 Matrix-MS Weight: 139 lb FT = 0% LUMBER- BRACING- TOPCHORD 2X4 DF No. 1 &Btr G TOPCHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (lb/size) 10=1426/Mechanical, 2=1609/0-3-8 Max Rorz 2=44(LC 4) Max Uplift 2=-91,LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20-2993/0, 2-21=-4352/0, 3-21-4328/0, 3-22-4068/0, 4-22=-4034/0, 4-23=-397110, 523=3974/0, 5-24-5204/0, 6-24-5204/0, 6-25=-5202/0, 7-25=-5202/0, 7-26=-399510, 8-26=-3991/0, 8-27=-4051/0, 9-27=-4086/0, 9-28=-4367/0, 10-28-4411/0, 10-29=-1848/0 BOT CHORD 2-13=0/4166, 12-13=0/4857, 11-12=0/4870, 10-11=0/4227 WEBS 3-13=-5461146, 4-13=01747, 8-11=0/754, 9-11-565/133, 5-13-1134155, 5-12=0/510, 6-12-354/40, 7-120/497, 7-11-1126156 Structural wood sheathing directly applied or 2-6-8 oc purlins, except 2-0-0 oc purlins (2-8-15 max.): 4-8. Rigid ceiling directly applied or 10-0-D oc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomp-i (3-second gust) Vasd=87mph; TCDL8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left aid right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to trtss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. C: rn Graphical purlin representat on does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXR 03/31/2020 July 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildi ig designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is is prevent buckling of individual truss web and/sr chord members only. Additional temporary and permanent bracing lvii k' is always required for stability and ro Drevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatisn, storage, delivery, emctior and bracing of trusses and truss systems, see AN511TP11 Quality Criteria, DSB-89 and acsi Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 9 930 6 0, 6 Job Truss Truss Type Qty Ply St ~Triton R54666492 07580-17 T1B CAL HIP 1 1 Job Reference (optional) Mission rrusS, iakesIae, Ca lD:xpvkQRl_K_NVJ -2-0-0 5-4-3 11-3-4 hill-il 14-2-4 16-8-4 19-2-4 21-4-1 2-0-0 5-4- 3 5-10-7 d-84 2-2-9 2-6-0 2-6-0 2-2-9 o.2Iu S May us uuio Muck 5-10-7 inc. lue Jul tue:43:lauule Page 1 dOleFceBlEJ0KcFV9FVjQz?oXd 32-11-0 4-11-5 Scale = 1:59.3 4x8 3.00 3x4— 3x8- 4x8 15 14 13 12 11 10 1.5x4 II 4x8 = 6x8 = 1.5x4 II 4x8 = 1.5x4 lb 3x10 = 3x10 = 5-413 11-3-4 14-2-4 16-8-4 19-2-4 22-1-4 27-11-11 32-11-0 5-4-13 5-10-7 2-11-0 2-6-0 2-6-0 2-11-0 5-10-7 4-11-5 Plate Offsets (XY)— F9:0-0-0,0-3-51, I 13:0-4-0,Edpel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.33 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -1.16 12-13 >341 180 BCLL 0.0 * Rep Stress lncr YES WB 0.49 Horz(TL) 0.25 9 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 Matrix-MS Weight: 144 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-00c purlins, except BOT CHORD 2X4 DF No.1&Btr G 2-0-0oc purlins (2-11-6 max.): 4-7. WEBS 2X4 DF Stud/Std '3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/Size) 9=1L27/Mechanical, 2=1608/0-3-8 Max Horz 2*48(LC 4) Max Uplift 2=-4(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 2-22=-2842/0, 2-23=4430/0, 3-23=-4384/0, 3-24=-3808/0, 4-24=-3769/0, 4-25=-3686/0, 5-25-3693/0, 5-26=-4147/0, 6-26=-4147/0, 6273696/0, 7-27=-3689/0, 7-28=-3771/0, 8-28=-3810/0, 8-29=-4401/0, 9-29-4447/0, 9-30=-1767/0 BOT CHORD 2-15=0/4253, 14-15=0/4253,13-14=0/4147,12-13=0/4148,11-12=0/4148, 10-11=0/4270, 9-10=0/4270 WEBS 3-14=-770/55, 4-14=01760, 5-14-768/29, 6-11=-767/28, 7-11=0/761, 8-11-764/61 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomp, (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL'6.0psf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable enJ zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 Provide adequate drainage to prevent water pending. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% ihas been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection: (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 2. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wi-h any other live loads. Graphical purlin representaton does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 3,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2018 BEFORE USE. Design valid for use only with MiTe/OS connectors. This design is based only .ipon parameters shown, and is for an individual building component, not a truss system. Before use, the bui ding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated so prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5IfTPt1 Quality Criteria, DSB-89 and BC5t Building Component 7777 Greenback Lane Safety Information available frour Tuss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 3x10 = 354 = 5x10 = 3x8= 354 3x8 4x8 3x4 4x8 74 - 77 14 13 12 11 Job Truss Truss Type Qty Ply Triton St. R54666493 07580-17 TiC CAL HIP 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:03 2018 Page 1 ID:xpvkQRt_K_NVi27j?I8??ZyA5Zt-LyRaGR6IwkIqkjuoZIbagy7rOasFUMMZtJIdI5z?ogI 14-2-4 20-1-4 -2-0-0 6-t-9 10-2-4 13-3-4 13r1111 16-8-4 19-2-4 19-13 23-3-2 26-4-15 32-11-0 2-0-0 6-t-9 3-2-12 3-1-0 ó-8- 2-6-0 2-6-0 0-19 3-1-14 3-1-14 6-6-1 0-2-9 087 Scale = 1:59.6 Plate Offsets (X.Y)— [13:0-4-4,0-3-01 - - - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.29 13 >999 240 MT20 220/195 TCDL 14.0 Lunber DOL 1.25 BC 0.64 Vert(TL) -1.00 12-13 >394 180 BCLL 0.0 * Rep Stress lncr YES 1.4/B 0.29 Horz(TL) 0.23 10 n/a n/a BCDL 10.0 Code. 1BC2012/TP12007 Matrix-MS Weight: 140 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr C TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, BOT CHORD 2X4 DF No. 1&Btr C except WEBS 2X4 DF Stud/Std G 2-0-0oc purlins (3-6-13 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. REACTIONS. (lb/size) 10=1428/Mechanical, 2=1607/0-3-8 Max Horz 2=54(LC. 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4361/0, 34=-4328/0, 4-5=-343410, 5-6=-3353/0, 6-7=-3337/0, 7-8=-3459/0, 8-9=4332/0, 9-10=-4366/0 BOT CHORD 2-14=0/4173, 13-14=0/3743, 12-13=0/3576, 11-12=0/3758, 10-11=0/4178 WEBS 3-14=-328/70, 4-13=-575/40, 5-13=0/722, 7-12=0/723, 8-12-563/43, 9-11=-320/73, 4-14=-3/666,8-11=-14/645, 6-13=-444/63, 6-12=-463/59 NOTES- Unbalanced roof live loads hays :een considered for this design. Wind: ASCE 7-10; Vultllomph 3-second gust) Vasd=87mph; TCDL8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable endzone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to trLss connections. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. c?.OFESS,o Graphical does depict purlin representation not the size or the orientation of the purlin along the top and/or bottom chord. EXP. 03/3112020 July 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek0/ connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the buildnp designer must verify the applicability of design parameters and property incorporate this design into the overall Bet building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSliTPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from 7russ Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 354 = 5x10 = 3x8 = 3x4= 3x8 1.5x4 U 1.5x4 II 1.5x4 II 4x8 1.5x4 II 31 6 8 11 12 364x8 3.00 20 19 18 17 C,) 40 Q Job Truss Truss Type Qty Ply Triton St. R54666494 07580-17 T1D CAL HIP 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 310:34:072018 Page 1 ID:xpvkQRtKNWu27j?I8??ZyA5Zf-Ejh56p9pjioFCLCao8f\M-oIXLBC2QAl9oxGwsz?ogE 17-4-13 15-8-11 16-84 19-2-4 -2-0-0 6-11-9 10-2-4 13-3-4 14-2-i l5fyll 17.7113 ?0-l- 23-3-2 26-4-15 32-11-0 2-0-0 8-11-9 3-2-12 3-1-0 O-ii-d 1-6-7 ti-e.g o--o O-ii-d 3-1-14 3-1-14 6-6-1 Scale = 1595 0-3-0 0-8-9 1-6-7 Plate Offsets (X.Y)— F16:0-0-10,0-1-81, F19:0-4-4,0-3-01 LOADING (ps SFACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.29 19 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -1.02 18-19 >386 180 BCLL 0.0 * Rep Stress lncr YES WB 0.30 Horz(TL) 0.23 16 n/a n/a BCDL 10.0 Ccde 1BC2012/TPl2007 Matrix-MS Weight: 146 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, BOT CHORD 2X4 DF No. 1&Bfr 0 except WEBS 2X4 DF Stud/Stc G 2-0-00c purlins (3-6-1 max.): 5-13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=1439/Mechanical, 2=1618/0-3-8 Max Horz 2=62LC 8) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4403/0, 34*4370/0, 4-5-3488/0, 5-7=-305/0, 7-9=-3404/0, 9-10-3386/0, 10-13-3387/0 13-14=-3512/0,14-15=4375/0,15-16=-4407/0 BOT CHORD 2-20=0/4214,1,9-20=0/3781, 18-19=0/3654,17-18=0/3795,16-17=0/4218 WEBS 3-20=-328/70, 4-19=-562134, 5_19=0/729, 13-18=0/729, 14-16=-550/37, 15_17320/72, 4-20=-1/666,14-17=-11/646, 9_19468/68, 9-18=-487/65, 6-7=-342/14 NOTES- Unbalanced roof live toads hate been considered for this design. Wind: ASCE 7-10; Vult=110mDt. (3-second gust) Vasd=87mph: TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chcrc and any other members. A plate rating reduction of 200/; has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live toads. oFESSIQ Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IE EXR 03/31/2020 OF July 3,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTtk® connectors. This design is based Only upon parameters shown, and is for an individual building component not a truss system. Before use, the bu iding designer mast verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Trans Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 25 6 Job Truss Truss Type Qty Ply Triton St. R54666495 07580-17 TiE MOD. QUEEN 1 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220s -2-0-0 6-3-7 11-5-13 16-8-4 21-10-1 2-0-0 6-3-7 5-2-7 5-2-7 5-2-7 242018 MiTek Industries, Inc. Tue Jul 3 10:34:10 2018 Page 1 rA5Zf-elNDkrChl-tIAq3ox9TGDDTRv1 SOEJdS3bUvVWBz?ogB 27-1-1 1 32-11-0 5-2-7 5-9-15 Scale = 1:57.7 4x8 = 5 22 10 a 3x10 = 354 = 5x8 = 354 = 3x10 = LOADING (psI) SPACING- 2-0-0 CSI. DEFL. in (l c) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.29 10-11 >999 240 TCDL 14.0 Lumoer DOL 1.25 BC 0.67 Vert(TL) -1.05 10-11 >378 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.23 8 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix-MS PLATES GRIP MT20 220/195 Weight: 133 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-80c purlins. BOT CHORD 2X4 DF No.1 &Btr 0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (lb/size) 2=1606/0-3-8, 8=1429/Mechanical Max Horz 2=64(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4439/0, 3-4-4053/0, 4-5=-2937/0, 562937/0, 6-7=-4047/0, 78=4428/0 BOT CHORD 2-1 1=0/4256, 10-1 1=0/3615, 9-10=0/3613, 8-9=0/4245 WEBS 3-11=-489/92, 4-11=0/501, 4-10=-953/50, 5-10=0/1085, 6-10=-952/50, 6-9=0/499, 79=477/91 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chorc and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ?0FESSIO,t, LL1 C 75435 EXP 03/31/2020 ____ * July 3,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 lee. 10/03/2015 BEFORE USE. Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildiig designer mast verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1VIT k is always required for stability and to xrevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectior and bracing of trusses and truss systems, see ANSlITPl1 Quality Criteria, DSB-89 and BC5l Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 108 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Triton SL R54666496 07580-17 T2 CAL HIP Job Reference (optional) o.33ux1v1ay303u IQ lair ICC lrluuolrles, Inc. IUC Jul 3 son'.: In LUIO rage i -2-0-0 3-4-13 7-3-4 711 2-0-0 3-4-13 3-10-7 0-8- 3.00 5x8 4-2-5 ' 4-10-11 • 4-10-11 1 4-10-11 3x4 = 3x8 1.5x4 II 5x8 - 5x8 Scale= 1:69.5 20 19 37 18 17 16 38 15 14 13 39 12 2x4 II 4x8 4x4 = 7x14 M18SHS = 2x4 II 4x8 = 2x4 lb 4x8 7x14 M18SHS = 48 BUILDING DESIGNER SHALL NOTE MAGNITUDE OF CALCULATED DEFLECTIONS. I 3-4-13 7-3-4 j 12-2-0 17-0-11 21-11-5 26-10-0 31-8-12 35-73 3-4-13 3-10-7 4-10-12 4-10-11 4-10-11 4-10-11 4-10-12 3-10-7 2-11-5 Plate Offsets (X,Y)— 12:0-5-3.0-0-121, 18:0-4-0,0-3-0], 111:0-2-150-0-5], 115:0-7-0,0-4-8], 116:0-1-12,0-0-01, 117:0-7-0,0-0-8], 117:0-0-0,0-2-121 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) L/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 15-16 >760 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -2.04 15-16 >227 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr NO WB 0.42 Horz(TL) 0.21 11 n/a n/a BCDL 10.0 Coce 1BC2012/TP12007 Matrix-MS Weight: 774 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 OF SS G 2-0-0 oc purlins (6-0-0 max.): 4-9. WEBS 2X4 OF Stud/Std 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=4054/Mechanical, 2=4118/0-5-8 Max Horz 2=39(LC 4) Max Uplift 2=-9(LC 4) FORCES. (lb) -Max. Comp./Ma<. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-14261/0, 2-27=-1423910,3-27=-14217/0..3-28=-15159/124I 4-28=-15130/132, 4-29=-15144/105, 5-29=-15153/106, 5-30=-21215/125, 6-30=-21215/125, 631=23739/98, 731=23739/98 7-32=-23813/112, 8-32=-23813/112, 8-33=-14113/128, 9-33=-14103/130, 9-34=-14100/154,10-34=-14126/145, 1G-35=-1204417,11-35=-12068/4,11-36=-8747/0 BOT CHORD 2-20=0/13792, 19-20=0/13792, 19-37=-103/21215, i837103/212i5, 17-18=-82/24431, 16-17=-82/24431, 16_38=82/24431, 15-38=-82/24431, 14-15=-i 05/20928, 14-39=-i 04/20930,13-39=-1 04/20930,12-13=0/1 1648, 11-12=0/11648 WEBS 3-20=-425/106, 3-19-201/1135, 4-19=0/2824, 5-19=-6524/62, 5-18=0/1040, 6-18=-3460/13, 316=0/478, 6-15=-966/29, 715=791/139, 8-15=4/3108, 8-14=0/357, 8-13=-7309/55, 3-13=0/2597, 10-13=-i 75/2272, 10-12=-807/91 NOTES- 4-ply truss to be connected together with 1 O (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach IC W/ 1/2" diam. bolts (ASTM A-307) in the center of the member wlwashers at 4-0-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute Only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=i lUmp, (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; tw25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=i .25 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. ii) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2. 12) This truss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along .1111V1 201R A WARNINGI Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 new. 10/03/2015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVFT k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANStITPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tuss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St R54666496 07580-17 T2 CAL HIP 1 Job Reference (optional) Mission truss, lakeside, ca 8.220 s May 292018 MiTek Industries, Inc. Tue Jul 308:44:192018 Page 2 lD:xpvkQRt_K_Ni27j?l8flZyA5Zf-vtcOhftiubzP6C35Uxc2c6e6?u58pwpEW9WEMOz?oWg NOTES- Girder carries hip end with 8-0-0 end setback. Graphical purlirt representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Hanger(s) or other connectiDr device(s) shall be provided sufficient to support concentrated load(s) 694 lb down and 109 lb up at 31-8-12, and 694 lb down and 109 lb up at 7-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber lncrease=1.25, Plate lnci-ease=1.25 Uniform Loads (plo Vert: 1-4=-68, 4-9=-165, 9-11-68, 2-21-49(F=-29) Concentrated Loads (lb) Vert: 4=-589 9=-589 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekiS connectors. This design is bused only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildi,,g designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is :o prevent buckling of individual truss wvb and/or chord members only. Additional temporary and permanent bracing IVIl k' is always required for stability and o prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erect or and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D5B-89 and Bcst Building Component 7777 Greenback Lane Safety Information available fron Toss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Trrton St R54666497 07580-17 T2A CAL HIP 1 1 Job Reference (optional) o.0 s may iuio MI IK inoustrles, Inc. we JUI 5 U'J:44:4ZeU1tS vage 1 ID:xpvkQRt_K_NVAi27j?I8??ZyA5Zf-klV4t.MN77Tfs8NkKWLGWS2y5OW9xqilxdpEbyhYz?oWJ -1-8-0 4-4-1 1-8-0 4-4-1 3-5-2 1 4-8-11 4-1-1 Scale= 1:69.3 3.00 5x10 3x4 1.5x4 II 5x8 = 1.5x4 II 5x10 n's ! 2 35 18 17 16 15 14 13 2x4 II 48 = 7x14 M18SHS 7x14 M18SHS = 48 = 2x4 1 48 4-4-13 9-3-4 16-1-0 22-10-12 29-8-12 34-5-7 38-6-8 4-4-13 4-10-7 6-9-12 6-9-12 6-10-0 4-8-11 4-1-1 PI Iv V\_ r7AA..n rt_0j11 rirsrsrr nin1 rlcr.7r, flAQ1 rlo.rt,.f, n1e1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.71 Vert(LL) -0.59 15-16 >779 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -2.02 15-16 >227 180 MI8SHS 220/195 BOLL 0.0 * Rep Stress lncr YES WB 0.52 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Coce 1B02012/TP12007 Matrix-MS Weight 194 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD BOTCHORD 2X6DFSSG WEBS 2X4 DF Stud/Std 3 BOT CHORD REACTIONS. (lb/size) 12=1637/Mechanical, 2=1805/0-5-8 Max Horz 2=41 (LC 4) Max Uplift 2=-8(LC 4) FORCES. (Pb) -Max. Comp./Ma<. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3437/0, 2-25=-5673/0, 3.25=5656/0, 3-26=-5271/0, 4-26=-5239/0,4-27=-5165/0, 5-27=-5169/0, 5-28=-7102/0, 6-28=-710210, 6-29=-7101/0, 7-29=-7101/0, 7-30=-7034/0, 8-30=-7034/0, 8.31=-7033/0, 9-31=-7033/0, 9-32=-4978/0, 10-32=-4974/0, 10-33=-5040/0, 11-33=-5071/0, 11-34=-4989/0, 12-34=-5017/0, 12-35=-3664/0 BOT CHORD 2-18=0/5488, 17-18=0/5488, 16-17=0/6422, 15-16=017276, 14-15=0/6292, 13-14=0/4840, 12-13=0/4840 WEBS 3-17-662/57, 4-17=0/1145, 10-140/1095, 11-14=-331/333, 5-17-1580.'35, 5-16=0/882, 6-16=-322139, 7-16=-336/127, 7-15=-390/75, 8-15=-322138, 9-15=0/950, 9-14=-1646/30 Structural wood sheathing directly applied or 2-4-7 oc purlins, except 2-0-0oc purlins (2-2-8 max.): 4-10. Rigid ceiling directly applied or 10-0-00c bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end .zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CESc will fit between the bottom chord and any other members. '1Oi A plate rating reduction of 20% has been applied for the green lumber members. Refer to for truss to trL'SS connections. girder(s) . Provide mechanical connection (by others) of truss to bearing capable of 8 lb 2. .f•- plate withstanding Uplift at joint t This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along C 75435 the Top Chord, nonconcurrent with any other live loads. LU rn Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP. 03/31/2020 * VP'- 4'OF CAUO July 3,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a twos system. Before use, the buildi1g designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is :o prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fvrT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bruong of trusses and truss systems, see ANSt/TPl1 Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from T'uss Plate Institute, 218 N. Lee Street, Suite 312, Alevandria, VA 22314. Suite 109 Citrus Heiohts, CA 95610 Job Truss Truss Type Qty Ply Triton St R54666498 07580-17 T2B CAL HIP 1 1 Job Reference (ontionall Mission truss, lakeside, ca 8.220 s May 292018 MiTek Industries, Inc. Tue Jul 308:45:21 2018 Page 1 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-5oLqisbbHencYkp07yjb7BCdgtAtKrDMnoXWYoz?oVi -2-0-0 5-4-13 11-3-4 11-111-jll 17-0-0 19-6-0 22-0-0 27-0-5 2?t-8-12 33-5-7 38-6-8 2-0-0 5-4-13 5-10-7 d-8- 5-0-5 2-6-0 2-6-0 5-0-5 d-8- 5-8-11 Scale = 1:68.7 3.00 12 5x10 3x4 - 3x8 = 5x10 0, 0 9 931 3x4 = 15 14 13 12 11 10 3x10 11 6x6 = 4x8 = 7x14 M18SHS = 7x14 M18SHS = 4x8 = 1.5x4 11 4x8 = 5-4-13 11-3-4 17-0-0 j 19-6-0 27-8-12 33-5-7 38-6-8 5-4-13 5-10-7 5-8-12 2-6-0 2-6-0 5-8-12 5-8-11 5-1-1 Plate Offsets (X,Y)— 12:0-5-4,0-1-21, 12:0-0-4,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ic 0.90 Vert(LL) -0.53 12-13 >869 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.81 12-13 >253 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.93 Horz(TL) 0.36 9 n/a n/a BCDL 10.0 Code lBC2012iTPl2007 Matrix-MS Weight: 171 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr S TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2X4 DF No.1&Btr S 2-0-0 oc purlins (2-4-8 max.): 4-7. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except: SLIDER Left 2x4 DF Stud/Std -G 4-2-1 2-2-0 oc bracing: 9-10. REACTIONS. (lb/size) 9=1 672/Mechanical, 2=1853/0-5-8 Max Horz 2=49(LC 4) Max Uplift 2=-9(L0 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 223=5377/0, 2-24=-5299/0, 3-24=-5278/0, 3-25=-4751/0, 4-25=4703/0, 4-26=-4616/0, 5-26=-4620/0, 5-27-5737/0, 627=5737/0, 6-28-4650/0, 7-28=-4646/0, 7-29=-4730/0, 8-29=-476810, 8-30=-5239/0, 9-30-5291/0, 9-31=-2164/0 BOT CHORD 2-15=0/3352, 14-15=0/5137, 13-14=0/5732, 12-13=0/5740, 11-12=0/5735, 10-11=0/5083, 9-100/5083 WEBS 3-14=-777/60, 4-14=0/847, 5-14=-1380/32, 6-11=-1354/30, 711=0/841, 8-11=-692/80, 6-13=-250/250 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A rating reduction of 20% has been for the lumber plate applied green members. Refer to for truss to trLss connections. girder(s) Provide mechanical connection (by others) of truss to bearing capable of withstanding 9 lb at 2. plate uplift joint M This has been truss designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along C 75435 C= the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP,0313112020 OF July 3,2018 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is :o prevent buckling of individual truss wob and/or chord members only. Additional temporary and permanent bracing IVUT k is always required for stability and :o prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erect.orr and bracing of trusses and tress systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tijss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 17 16 15 14 13 12 Job Truss Truss Type Oty Ply Triton St. R54666499 07580-17 T2C CAL HIP 1 1 Job Reference (optional) Mission truss, lakeside, Ca 6-4-13 9-10-0 13:34 13111 2-0-0 6-4-13 35-4 5x10 3.00F12 8.220 s May 29 2018 MiTek lndusries, Inc. Tue Jul 308:47:202018 Page 1 ??ZyA5Zf-6h2phY2EGCmjK0PubSMVSHe?Omejnrt8psJDOz?oTr -]2 29-1-2 32-5-7 38-6-8 - 3-4-6 3-4-6 6-1-1 Scale = 1:68.8 3x4 = 3x4 = 5x10 412 = 3x4 = 5x8 = 7x14M18SHS = 7x14M18SHS = 5x8 = 3x4 = 4x12 = 6-4-1:3 13-3-4 17-0-0 19-6-0 22-0-0 25-8-12 32-5-7 38-6-8 6-4-1:3 6-10-7 3-8-12 2-6-0 2-6-0 3-8-12 6-8-11 Plate Offsets (XV)— F2:0-0-9, Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.79 Vert(LL) -0.46 14-15 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.77 14-15 >261 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.47 Horz(TL) 0.38 11 n/a n/a BCDL 10.0 Code 16C2012/TP12007 Matrix-MS Weight: 170 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-150c purlins, except BOT CHORD 2X4 DF No. i&Btr C 2-0-0 oc purlirs (2-6-0 max.): 5-8. WEBS 2X4 DF Stud/Sd C 801 CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except: 2-2-0 oc bracing: 2-17. REACTIONS. (lb/size) ii=775/Mechanical, 2=1955/0-5-8 Max Horz 254(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-3619/0, 2-27=-5628/0, 3-27=-5565/0, 3-28=-5578/0, 4-28=-5556/0, 4-29=-4822/0, 5-29=-4791/0, 5-30=-4687/0, 6-30=-4691/0, 6-31=-5365/0, 7-31=-5365/0, 7-32-4692/0, 8324687/0, 8-33=-4792/0, 9-33-4821/0, 9-34=-5565/0, 10-34=-5587/0, 10-35=-5573/0, 11-35=-5637/0,11-36=-2197/0 BOT CHORD 2-17=0/5399, 16-17=0/5095, 15-16=0/5365, 14-15=0/5365, 13-14=0/5365, 12-13=0/5089, 11-12=0/5407 WEBS 3-17=-276/82, 4-16=-562155, 5-16=0/1103, 6-16=-i 140/0, 7-13=-1 140/0, 8-13=0/1 103, 9-13=-555/57, 1D-12=-276/87, 6-15=0/273, 7-14=0/275, 4-17=-32/574, 9-12=-46/563 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=liomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h25ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end tone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate grip DOL=1.25 200.olb AC unit load placed on the bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designec for a 10.0 psf bottom chord live !oad nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrerr with any other live loads. Graphical purlin representation does not depict the size or the Orientation of the purlin along the top and/or bottom chord. July 3,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MilckE connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I/f'1 k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 16 15 14 13 12 11 Job Truss Truss Type Qt y Ply Triton St. R54666500 07580-17 T2D CAL HIP 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Industries, Inc.Tue Jul 3 10:34:19 2018 Page 1 lD:xpvkORt_K_NWu27j?18??ZyA5Zf-tl PddwJL9eJYeB7tVftKKKnXK1 FuEXswYoAUJ9z?092 17-0-0 23-8-12 7-4-13 11-4-0 15-3-4 15.ill-11 19-e-0 22-0-0 3-0- 27-7-2 31-5-7 36-6-8 7-4-13 3-11-4 3-11-4 d-8- 2-6-0 2-6-0 1-0-5 3-10-6 3-10-6 7-1-1 1-0-5 0-8-7 Scale = 1:66.3 3x4 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED 300 5x8 - 3x4 = 5x8 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x12 3x4 7x14M18SHS = 7x14M18SHS 3x4 = 402 = 1.5x4 II 1.5x4 II 7-4-13 15-3-4 170.0 22-0-0 3-8-12 31-5-7 38-6-8 7-4-13 7-10-7 1-8-12 5-0-0 1-8-12 7-8-11 7-1-1 Plate Offsets (XV)— 1:0-0-9,Edoe1 LOADING (psO SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.42 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -1.63 13-14 >283 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.51 Horz(TL) 0.36 10 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 Matrix-MS Weight: 172 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2X4 DF No. 1&Btr G 2-0-00c purlins (2-9-1 max.): 4-7. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=181410-5-8, 10=1778/Mechanical Max Horz 1=47;LC 8) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5687/0, 2-3=-5652/0, 3-4=-4543/0, 4-5=-4395/0, 5-6=-4661/0, 6-7=-4389/0, 7-8=-4536/0, 8-9=-5598/0, 9-1 0=-5636/0 BOT CHORD 1-16=0/5455,15-16=0/4928,14-15=0/4661, 13-14=0/4661, 12-13=0/4661. 11-12=0/4902, 10-11=0/5403 WEBS 2-16=-334/85,3-15=-685/57, 4-15=0/1262, 5-15=-1045/0, 6-12=-1059/0, 7-12=0/1267, 8-12=-671/60, -i1=-326/91, 5_14=62/254, 6-13=-54/261, 8-11=-33/705, .3-16=-15/743 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110m (3-second gust) Vasd=87mph: TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable enc zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 200.01b AC unit load placed on the bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chcrc and any other members. A plate rating reduction of 20% has been applied for the green lumber members. OFESSIQ Refer to girder(s) for truss to truss connections. This truss has been designed or a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrelt with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. (09 75435 0 rn 03I31I2020 1 July 3,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu Iding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual tress web and/or chord members only. Additional temporary and permanent bracing ri-i k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectror, and bracing of trusses and truss systems, see ANsIITP11 Quality Criteria, DS13-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666501 107580-17 T2DD CAL HIP 1 L Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 s May 242018 MiTek Industries, Inc Tue Jul 310:34:21 2018 Page 1 lD:xpvkQRt_K_NWu27j?18??ZyA5Zf-qQXN2bKbhGZGuUHGc4voPlt_oql NiTQD06faO2z?ogo 4-6-0 3-6-3 4-1-3 7-0-0 9-6-0 10-5-13 15-1-2 18-11-7 2e-2-8 3-6-3 ó-7-0 2-6-0 2-6-0 b-11-13 4-7-5 3-10-6 7-3-1 0-4-13 Scale = 1:45.7 3.00 7x14 M18SHS = 7x14 M18SHS MT 3x4 Q 32" O.C. MAX) ON EACH FACE OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 12 11 10 9 8 7 2x4 II 3x-5 7x10 = 3x4 3x10 = 3x8 II 2x4 II 40 9-6-0 10-5-i 18-11-7 26-2-8 3-6-3 O-11-13 5-0-0 O-11-13 8-5-10 I 7-3-1 Plate Offsets (X,Y)— F2:0-10-40-1-81, F3:0-10-40-1-81, 16:1-0-150-1-51, 18:0-4-1204-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.12 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.45 Vert(TL) -0.46 7-8 >677 180 MI8SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.45 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix-MS Waight: 306 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins, BOT CHORD 2X6 DF SS G except end verticals, and 2-0-0 oc purilns (6-0-0 max.): 2-3. WEBS 2X4 DF Stud/Std C *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-10: 2X4 DF No.2 C REACTIONS. (lb/size) 6=1215/Mechanical, 12=1278/Mechanical Max Horz 12=61 (LC 24) Max Uplift 6=-719(LC 22), 12=-155(LC 21) Max Gray 6=1480(LC 39), 12=1278(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1076/104, 3-4=-2818/1346, 4-5=-3913/1660, 5-6=-4857/2549, 1-12=-1307/189, 2-3=-1898f795 BOT CHORD 11-12=466/534, 10-11=0/1255,9-10=-602/1816, 8-9=-596/1996,7-8=-1760/3467, 6-7=-2451/4687 WEBS 4-8=-876/139, 5-7=-356/92, 2-10-400/2054, 3-9=-2071/635, 4-7=-141/853, 2-11=-2179/540, 3-8-314/2198, 1-11=-219/1418 NOTES- 2-ply truss to be connected together with lOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as fellows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110moh (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL 6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS OFESSIQ (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate DOL=1.25 grip EQ 200.01b AC unit load on the bottom chord, 19-6-0 from left end, supported at two 5-0-0 apart. placed points, Provide adequate drainage to prevent water ponding. C 75435 All plates are MT2O plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live toad nonconcuent with an other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0313112020 * * E• will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except t=lb) 6=719,12=155. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along July 3,2018 with thpr Iivp Inads - - WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekrp connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, -Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666501 07580-17 T2DD CAL HIP Job Reference (optional) Mission Truss, Lakeside, CA- 92040, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 310:34:21 2018 Page 2 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-qQXN2bKbhGZGuUHGc4voPIt_oql NiTQD06faO2z?090 NOTES- This truss has been designed for a total drag load of 3800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag toads along bottom chord from 0-0-0 to 26-2-8 for 145.0 plf. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. I0103/2015 BEFORE USE. Design valid for use only with MiTelvS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu1ding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, D5B49 and BCSI Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666502 07580-17 T2E MOD. QUEEN 1 1 Job Reference (optional) Mission Truss, Lakeside, CA - 9040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:22 2018 Page 1 ID:xpvkQRt_K_NWu27j?I8??ZyA5Zf-lc5IFxLDSZh7VerSAoQyzP5QEHxRsRMEmP8wUz?og? -2-0-0 1-6-8 4-118 9-11-8 13-4-8 19-3-8 26-118 28-118 2-0-0 1 -6-8 3-5-0 2-6-0 2-6-0 3-5-0 5-11-0 7-8-0 2-0-0 Scale = 1:52.3 no - 4x8— 4x8 MT 3x4 (@32' O.C. MAX) ON EACH FACE OF UN-PLATED 5 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 16 15 14 12 13 4x8 4x4 = 6x6 = 7x14M18SHS = 3x6 2x4 II = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 IC 0.62 Vert(LL) -0.33 13-14 >962 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.27 13-14 >251 180 MI8SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.65 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code lBC2012lTP12007 Matrix-MS Weight: 152 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, BOT CHORD 2X6 DF SS G except end verticals, and 2-0-0 oc purhns (4-7-7 max.): 4-6. WEBS 2X4 DF Stud/Std 0 BOT CHORD Rigid ceiling directly applied or 6-9-50c bracing. REACTIONS. (lb/size) 10=1394/0-3-8, 16=1512/Mechanical Max Horz 16=-68(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1731/0, 6-8-1801/0, 8-9=-3356/0, 9-10=-3861/0, 4-6=-1688/0, 2-16=-408/66 BOT CHORD 15-16=0/562, 14-15=0/1688,13-14=0/2551, 12-13=0/3703,10-12=0/3703 WEBS 3-150/1608, 8-14=-1203/2, 8-130/1049, 9-13=-595/56, 6-14=0/343, 3-16=-1542/0 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 200.olb AC unit load placed on tie bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed fo.- a 1,0.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed 7or a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. FES Graphical does depict purlin representation not the size or the orientation of the purlin along the top and/or bottom chord. EXR 03/31/2020 July 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the build ng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see AN5lfl'PI1 Quality Criteria, DSB-89 and BCSI Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666503 07580-17 T2F MOD. QUEEN 6 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:24 2018 Page 1 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-E?DWgdNT_Bxrly?rlCTW1OVRH2_RvnEfi4uF_Nz?ofz 1-6-8 411-8 9-11-8 13-4-8 19-3-8 26-11-8 28-11-8 2-0-0 1-6-8 3-5-0 2-6-0 2-6-0 3-5-0 5-11-0 7-8-0 2-0-0 Scale = 1:51.5 3.00 3x4 = MT 3x4 (@32" O.C. MAX) ON EACH FACE OF UN-PLATED 4x8 20 5 21 4x 8 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 9 Cl) 15 14 13 .- 11 3)= 4x8 4x4 7x10 = 7x14M18SHS 2x4 II 1-8 9-11-8 16-4-0 19-3-8 26-11-8 4-1 1-8 2-6-0 -6-0 6-4-8 2-11-8 7-8-0 Plate Offsets (XY)— 15:0-2-0,Eicel, 7:0-540-3-01. 19:0-3-4,0-0-01, 113:0-7-0,0-4-81, 1`114:0-3-8.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 PIa:e Grip DOL 1.25 TC 0.59 Vert(LL) -0.29 12-13 >999 240 MT20 220/195 TCDL 14.0 LunberDOL 1.25 BC 0.75 Vert(TL) -1.11 12-13 >289 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.63 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 Matrix-MS Weight: 156 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. i&Btr C TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins, BOT CHORD 2X6 DF SS G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. REACTIONS. (lb/size) 9=137710-3-8,15=1466/Mechanical Max Horz 15=-71(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1640/0, 4-5=-662116, 5-6=-624/19, 6-7=-1745/0, 7-8=-3263/0, 8-9=-3792/0, 4-6=-1256/0, 2-15=-424/53 BOT CHORD 14-15=0/517,1:3-14=0/1609,12-13=0/2514, 11-12=0/3636, 9-11=0/3636 WEBS 3-14=0/1559, 7-13=-1250/3, 7-12=0/965, 8-12-313150, 6-13=0/465, 3-15-1410/0 NOTES- Unbalanced roof live loads have been considered for this desig 1. Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exosed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 200.01b AC unit load placed or the bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to oravent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed or a 10.0 psf bottom chord live Iced nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom cho-d and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along OFESSI the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IEOD OFCFCAL\ July 3,2018 WARNING - Verify design Parameters and READ NOTES ON THIS AND 'NCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekiS' connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu:ldi;,g designer must verify the applicability, of design parameters and properly incorporate this design into the overall building design. Bracing indicated ,s to prevent buckling of individual truss a.eb and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to Drevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erector and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666504 07580-17 T2G MOD. QUEEN 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:25 2018 Page 1 lD:xpvkQRt_K_NMi27j?l8??ZyA5Zf-iBnuuzN6lU3iM6a1 rw_lZb1 c_RJleDdowkdoWpz'?ofy -2-0-0 1-1-0 4-6-0 7-0-0 9-6-0 12-11-0 18-10-0 26-6-0 28-6-0 2-0-0 1-1-0 3-5-0 2-6-0 2-6-0 3-5-0 5-11-0 7-8-0 2-0-0 Scale = 1:50.7 MT 3x4 (@32" O.C. MAX) ON EACH FACE OF UN-PLATED 3.00 fti 3x4 = MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x8 20 21 4x8 cçr 15 14 13 .- 11 3)(_ 4x8 4x4 = 6x6 = 7x14M1BSHS = 2x4 1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.29 12-13 >999 240 MT20 220/195 TCDL 14.0 LunberDOL 1.25 BC 0.77 Vert(TL) -1.11 12-13 >282 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 Matrix-MS Weight: 155 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. i&Bta G TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, BOT CHORD 2X6 DF SS G except end verticals. WEBS 2X4 DF Stud/Std G 601 CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. REACTIONS. (lb/size) 9=13540-3-8, 15=1449/Mechanical Max Horz 15=72(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-i 535/0, 4-5=-656/18, 5-6=-616/22, 6-7=-i 642/0, 7-8=-3174/0, 8-9=-3699/0, 4-6=-i 165/0, 2-15=-481/44 BOT CHORD 14-15=0/324, 13-14=0/1509, 12-13=0/2420, 11-12=0/3546, 9-11=0/3546 WEBS 3-14=0/1693, 7-13=-1256/1, 7-12=0/973, 8-12=-611151, 4-14=-279/51, 6-13=0/452, 3-15=-1282/0 NOTES- Unbalanced roof live loads have, been considered for this desig i. Wind: ASCE 7-10; Vult=iiomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exoosed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 200.01b AC unit load placed on tie bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chcrd and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. OFESSI '' This truss has been designed or a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurreit with any other live loads. purlin representation not size or orientation of the purlin along the top and/or bottom chord.99 IE000 ii) Graphical does depict the the C75435 to : rn EXP. 03/31/2020 * VI'- 'OF CA\ July 3,2018 WARNING. Verify design parnm.vters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01411-7473 re, 10/03/2015 BEFORE USE Design valid for use only with MiTekth connectors. This design is bused only upon parameters shown, and is for an individual building component, not a truss system. Before use, the build ng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicatec is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I4T k is always required for stability anditoprevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, emio and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from 7runs Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666505 07580-17 T21H MOD. QUEEN 1 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 Milek Industries, Inc. Tue Jul 3 10:34:26 2018 Page 1 lD:xpvkQRt_K_Ni27j?l8??ZyA5Zf-ANKG5JOkWoBZ_F9DPdV_6pamUrdONfWy9ONL2Fz?ofx -2-0-0 1-1-0 -6-0 7-0-0 9-6-0 12-11-0 18-10-0 26-6-0 28-6-0 2-0-0 1-1-0 2-5-0 2-6-0 2-6-0 3-5-0 5-11-0 7-8-0 2-0-0 Scale = 1:51.6 no 48 48 MT 3x4 (@32" O.C. MAX) ON EACH FACE OF UN-PLATED 15x4 II 5 7 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 16 15 14 13 12 4x8 454 = 6x6 = 7x14 M18SHS = 3x6 2x4 lb = Plate Offsets(X.Y)— 18:0-3-8.0-3-01, 110:0-3-4.0-0-01. [14:0-7-0.0-4-81, 115:0-3-0.0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 14.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 * Rep Stress lncr YES WB 0.71 BCDL 10.0 Code 18C2012/TPl2007 Matrix-MS LUMBER- TOP CHORD 2X4 DF No.1&Btr C BOT CHORD 2X6DFSSG WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 10=1371/0-3-8, 16=1495/Mechanical Max Horz 16=-72(LC 6) DEFL. in (lc) 1/defi L/d PLATES GRIP Vert(LL) -0.33 13-14 >947 240 MT20 220/195 Vert(TL) -1.28 13-14 >245 180 M18SHS 220/195 Horz(TL) 0.08 10 n/a n/a Weight: 150 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-90c purlins, except end verticals, and 2-0-0 oc purlins (4-9-3 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 5-1-0 Do. bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 341623/0, 6-8=-1694/0, 8-9=-3264/0, 9-10-3765/0, 4-6-1584/0, 2-16=-449/65 BOT CHORD 15-16=0/359, 14-15=011584,13-14=0/2455,12-13=0/3610,10-12=0/3610 WEBS 315=0/1750, 8-14-1210/0, 8-13=0/1058, 9-13=-592/57,6-14=0/325,3-16=-1433/0 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zDne; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 200.01b AC unit load placed on tie bottom chord, 19-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. This truss has been designed fo- a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. This truss has been designed or a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 3,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rvuT k is always required for stability and t prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecliol and bracing of trusses and truss systems. see ANStITPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from russ Plate Institute, 218 N. Lee Street, Suite 312, Aleoandna, VA 22314. Suite 109 Citrus Heiohts, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666506 07580-17 T2J CAL HIP 1 1 Job Reference (optional) Mission Truss, Lakeside, CA- 92040, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 310:34:282018 Page 1 ID:xpvkQRt_K_NWu27j?I8??ZyA5Zf-6mS1W_Q_1 PRHDZJcX2XSBEf6zfPNra3FdisS78z?ofv 2-9-4 -5-11 7-0-0 10-6-5 11-2-1 16-7-10 21-6-13 26-6-0 28-6-0 2-9-4 b-8- 3-6-5 3-6-5 b-e-1 5-4-14 4-11-3 4-11-3 2-0-0 Scale: 1/4=1' 3.00 FIT 4x4 3x8 4x4- 18 14 13 12 11 10 9 1.5x4 II 4x8 = 1.5x4 II 5x8 = 4x4 = 1.5x4 II 3x8 II 3x8 = 2-9-4 7-0-0 11-2-12 16-7-10 21-6-13 26-6-0 2-9-4 4-2-12 4-2-12 5-4-14 4-11-3 4-11-3 Plate Offsets (X,Y)— 17:0-0-1,1-8-81, 17:0-2-5,0-0-11, [1 1:0-4-0,0-3-01 LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.18 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.48 9-10 >653 180 BCLL 0.0 * Rep Stress lncr NO WB 0.64 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code lBC2012ITPl2007 Matrix-MS Weight: 135 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr C . TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, BOT CHORD 2X4 DF No. i&Btr C except end verticals, and 2-0-000 puffins (4-9-3 max.): 2-4. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Right: 2x4 DF Stud/Std -G REACTIONS. (lb/size) 14=1144/Mechanical, 7=1314/0-3-8 Max Horz 14=-93(,,C 24) Max Uplift 14=132(LC 21), 7=430(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-759/120, 2--798/412, 3-4=-1922/443, 4-5=-2026/849, 5-6=-2960/1146, 6-7=-3499/1264, l-14=-1120/144 BOT CHORD 13-14=-194/287, 12-13=-1 54/1579, 11-12=-473/1579, 10-11-717/2848, 9-10=-980/3379, 7-9=-i 185/3379 WEBS 3-13=-1i58/175, :3-ii=-205/460, 4-11=-72/288, 5-11=-1026/37, 5-10=0/339, 6-10=-736/120, 1-13=-144/1116 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=iiomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live cad nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection iby Others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lbi 14=132,7=430. This truss has been designed to- a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(i .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-6-0 for 75.5 pIt. ii) Graphical purlin representatior does not depict the size or the Orientation of the purlin along the top and/or bottom chord. July 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and propely incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see AN511'IPII Quality Criteria, DSB-89 and BCSI Building Corn nonent 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666507 07580-17 13 DBL. HOWE 1 4 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:30 2018 Page 1 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-38anxgREZ1 h_TtT?eTawGfkPPS_sJXWX40LZB1 z'?oft I 4-10-6 7-4-12 9-11-3 12-5-10 15-0-0 19-10-6 4-10-6 2-6-7 2-6-7 2-6-7 2-6-7 4-10-6 Scale: 3/8=1 5x8 = 3.00 5_2 25 4 26 - - 4x8 = 3x10 II 6x6 = 10x14M18SHS = 6x6 = 3x10 11 4x8 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 1-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code 1BC2012/TP12007 CSI. IC 0.81 BC 0.94 WB 0.45 Matrix-MS DEFL. in floc) Well Lid Vert(LL) -0.22 10 >999 240 Vert(TL) -0.76 10-11 >306 180 Horz(TL) 0.13 7 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 420 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-30c purlins. BOT CHORD 2X8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std C *Except* 4-10: 2X4 DF No. 1&Btr G PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED REACTIONS. (lb/size) 1=9028/0-5-8, 7=7258/0-5-8 FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR Max Horz 1=-14(LC 13) LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE Max Uplift 1103(LC 19), 7-125(LC 22) ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-28999/305, 2-3=-25380/129, 3-4=-20997/0, 4-5=-20993/0, 5-6=-25073/134, 6724937/357 BOT CHORD 1-12=-297/28103,11-12=-42/28103, 10-11=0/24641, 9-10=0/24336, 8-9=-81/24147, 7-8=-336/24147 WEBS 212m0/2491, 3-11=0/3831, 4-10=0/9927,5-9=0!3598, 2-11=-3782/34, 3-10=-5158/0, 5-10=-4789/0, 69193/293 NOTES- Special connection required to distribute bottom chord loads equally between all plies. 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. OFESSI O4j Wind: ASCE 7-10; Vult=llompl (3-second gust) Vasd=87mph: TCDL8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp B; Enclosed; ç'? MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate <-' e t EOO ' grip DOL=1.25 '' Q All plates are MT20 plates unless otherwise indicated. ,. 75 7 A w '-'35 1111 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXP. 03/31/2020 A plate rating reduction of 20% has been applied for the green lumber members. * * Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at--lb) 1=103,7=125. 1- This truss has been designed or a moving concentrated load of 250.01b live located at all mid panels and at all panel points along OF AILSIF the lop Chord, nonconcurrent with any other live loads. This truss has been designed or a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist July 3.2018 chord for inn 7 plf - WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall EF building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fv1T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPII Quality Criteria, DSB-89 and BCSI Building component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heitrts, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666507 07580-17 T3 DBL. HOWE Job Reference (optional) Mission Truss, Lakeside, CA - 92340, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:312018 Page 2 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-XL8980StKKpr51 I BC B59psHa9sK52_mhJg46jTz?ofs NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1258 lb down at 1-9-0, and 1474 lb down at 3-2-0, and 3995 lb down at 11-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (pIt) Vert: 1-19=-10, 1920=935(F=895), 20-21=-1, 7-21=-310(F=-300), 1-4=-34, 47=34 Concentrated Loads (lb) Vert: 17=-1258(F) 18=-1474(F) 21=-3995(F) T"4RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the build ng designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing FVITk is always required for stability and to prevent collapse with possible persona injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec-ion and bracing of trusses and tflts5 systems, see ANSt/TPt1 Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback Lane Safety Information available fron Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666508 07580-17 T3A QUEENPOST 2 1 Job Reference (optional) Mission Truss, Lakeside, CA -92040, 8.220 s May 242018 MiTek Inc. Tue Jul 3 10:34:32 2018 Page 1 2-0-0 5-6-2 4-5-1 5-6-1 Scale = 1:35.7 4x4 = 3x6 = - 3x8— 3x6 - - LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plae Grip DOL 1.25 Lunber DOL 1.25 Rep Stress lncr YES Code 16C2012/TP12007 CSI. TC 0.45 BC 0.53 WB 0.29 Matrix-MS DEFL. in Vert(LL) -0.11 Vert(TL) -0.42 Horz(TL) 0.07 (lc) 1/defi Lid 7-13 >999 240 7-13 >565 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight 73 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc puffins. BOT CHORD 2X4 DF No. 1&Btr C BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 2=1016v0-3-6, 6=870/0-3-8 Max Horz 243(1_C 4) Max Uplift 2=-5(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2298/0, 3-4=-1738/0, 4-5=-1738/0, 5-6=-2325/0 BOT CHORD 2-7=0/2195, 6-7=3/2224 WEBS 3-7-686/101, -7=0/528, 5-7-7011104 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end,zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed or a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chod and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection cby others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. This truss has been designed or a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrentwith any other live loads. July 3,2018 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTckSt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buldeig designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f4jJ k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIIPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, suite io Citrus Heights, CA 95610 Job ITruss Truss Type Oty Ply Triton St. R54666509 107580-17 T3B HOWE 1 2 Job Reference (optional) Mission Truss, Lakeside, CA - 2040, 8.220 s May 242018 Milek Industries, Inc. Tue Jul 310:34:33 2018 Page 1 ID:xpvkQRt_K_NWu27j?18??ZyA5Zf-TjGwZiU7sy4ZKKBZJb7duHMyng3lVqz_m_ZDoLz?ofq -2-0-0 5-10-2 9-11-3 14-0-5 19-10-6 2-0-0 5-10-2 4-1-1 4-1-1 5-10-1 Scale = 1:35.4 'inn 4x8 = 0 4 14 0 2x4 II 700 = 2x4 II 4x12 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (l c) 1/defi L/d TCLL 20.0 Plae Grip DOL 1.25 TC 0.67 Vert(LL) -0.22 8 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.75 8 >314 180 BCLL 0.0 * Rep Stress lncr NO WB 0.73 Horz(TL) 0.14 6 n/a n/a BCDL 10.0 Code 1BC20121TP12007 Matrix-MS PLATES GRIP MT20 220/195 Weight: 179 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 2=3569,'0-3-8,6=3404/G-3-8 Max Horz 2=44(LC 4) Max Gray 2=3664.LC 18), 6=3566(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13102/0,3-4=-12586/180,4-5=-12583/174.5-6=-13158/0 BOT CHORD 2-9=0/12709, 8-9°0/12709, 7-8=0/12743, 6-7=0/12743 WEBS 3-9=0/310, 4-8013588, 5-7=0/324, 3-8=-761/0, 5-8=-79210 NOTES- 2-ply truss to be connected toge:her with 1 O (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - I row at 0-7-0 oc. Bottom chords connected as f0113w5: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All toads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; tw25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 paf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live toad of 20.Opaf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurreni with any other live loads. Girder carries hip end with 9-11-3 end setback. Girder carries hip end with 9-11-3 end setback. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2235 lb down and 352 lb up at 9-11-3 on top chord, and 2793 lb down and 17 lb up at 9-11-:3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncreaae=1.25 * ?r0FESSbO C 75435 * July 3,2018 çjguPd on nr a 3,, - WARNING- Verify design parem Hers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekth connectors. This design is based only upon parameters shown, and is or an individual building component, not a truss system. Before use, the bLilrdng designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicatec is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncation, storage, delivery, erection, and bracing of trusses and truss systems, see ANSlTrPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from russ Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Suite 109 Citrus Heights, CA 95610 Job ITruss Truss Type Qty Ply Triton St. R54666509 07580-17 T313 HOWE 1 2 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 sMay 24 2018 MiTek Industries, Inc. Tue Jul 3 10:34:33 2018 Page 2 ID:xpvkQRtj<NWu27j?I8??ZyA5Zf-TjGwZiU7sy4ZKKBZJb7duHMyng3IVqz_m_ZDoLz?ofq LOAD CASE(S) Standard Uniform Loads (pIe Vert: 2-6=-58(F=-38), 1-4=-68, 46=68 Concentrated Loads (Ib) Vert: 4=-1898 8=2457(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlflPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666510 07580-17 T3C JACK 2 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 3 10:34:34 2018 5-3-6 Scale= 1:19.2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (toc) l/defi Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.04 4-7 >999 240 TCDL 14.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 4-7 >664 180 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code lBC2012lTP12007 Matrix-MP PLATES GRIP MT20 220/195 Weight 19 lb FT = 0% LUMBER- TOP CHORD 2X4 DF No.1&BtrG BOT CHORD 2X4 DF No.1&BtrG REACTIONS. (lb/size) 3=135/Mechanical, 2=438/0-3-8, 4=5010-3-8 Max Horz 2=90(LC 8) Max Uplift 3=-29(LC 8), 2=-5(LC 8) Max Gray 3=310(LC 23), 2=461 (LC 19), 4=90(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOP CHORD Structural wood Sheathing directly applied or 5-3-6 oc purlinS. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zDne; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 This truss has been designed fo - a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection .by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This truss has been designed fo. a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. July 3,2018 WARNING -Verily design param Hers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. I W03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the build ng designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/sr chord members only. Additional temporary and permanent bracing IVIT k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectiol and bracing of trusses and truss Systems, See AN5lfTP11 Quality Criteria, DSB-89 and BCSI Building component . 7777 Greenback Lane Safety Information available from rus5 Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. suite iog Citrus Heiohts, CA 95610 Job Truss Truss Type Oty Ply Triton St R54666511 07580-17 T3D MONO TRUSS 2 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92040, 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 3 10:34:34 2018 Page 1 ID:xpvkQRtj(_NJ27j?l8??ZyA5Zf-xwpin2UldFCQyUmmtJesRVv9c4ThEMX7?eJmKoz?ofp -2-8-15 4-11-0 9-4-5 2-8-15 4-11-0 4-5-5 Scale = 1:22.3 2.5x5 II 3x6 = 1.5x4 II 5 3x8 LOADING (pso TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plats 3np DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Coce 1BC2012/TP12007 CSI. TC 0.54 BC 0.50 WB 0.33 Matrix-MS DEFL. in Vert(LL) -0.05 Vert(TL) -0.15 Horz(TL) 0.01 (lc) 1/defi Ud 5-6 >999 240 5-6 >753 180 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 40 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 DF Stud/Std 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=534/0-3-8, 5=604/Mechanical Max Horz 2=127(LC 7) Max Uplift 2=-64iLC 4) Max Gray 2=534LC 1), 5=687(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-925/0 BOT CHORD 2-6=0/865, 5-6=0,865 WEBS 3-6=-5/529, 35=361/0 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 pate grip DOL=1.25 This truss has been designed tor a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chod and any other members. A plate rating reduction of 20% 1-as been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. This truss has been designed or a moving concentrated load o4 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): _Lmber lncrease=1 .25, Plate lncrease=1 .25 Uniform Loads (plf) Vert: 1-2=-68 Trapezoidal Loads (plf) Vert: 7=0(F=10, B=1C)-0-5=-206(F=-93, B=-93) July 3,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI< REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTekth connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the build 59 designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible persona injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec-.ion and bracing of trusses and truss systems, see AN5l/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available frori Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666512 07580-17 T3E FLAT 2 1 Job Reference (optional) Mission Truss, Lakeside, CA - 92340, 8.220 s May 242018 MiTek Industries, Inc. Tue Jul 3 10:34:35 2018 Page 1 ID:xpvkORt_K_NWu27j?18??ZyA5Zf-P6Ng_OVNOZKHZeLyR095ziSlhTs8zuoHEl2KtEz?ofo Scale= 1:9.8 44 - 1.5x4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 14.0 Lumbar DOL 1.25 BC 0.29 Vert(TL) -0.13 3-4 >456 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code lBC2012/TP12007 Matrix-MP Weight: 22 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD 2-0-00c purlins: 1-2, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing. WEBS 2X4 DF Stud/Std S REACTIONS. (lb/size) 4=302/0-3-8, 3=302/0-3-8 Max Horz 4=22(LC 5) Max Gray 4=456(LC 19), 3=456(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-317/28, 2-3=-317/26 NOTES- Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h25ft; Cat. ii; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% 1as been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 5-1-5 Graphical purlin representation coes not depict the size or the crientation of the purlin along the top and/or bottom chord. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 3-4=-58(F=-38),1-2=-68 C 75435 IX X * * FcA July 3,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111 -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTnIOD connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bu Iding designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I1iTk is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIIPIl Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Triton St. R54666513 07580-17 T31F FLAT 1 1 Job Reference (optional) Mission Truss, Lakeside, CA - 2040, 8.220 sMay 24 2018 MiTek Industries, Inc. Tue Jul 3 10:34:36 2018 Page 1 lD:xpvkORt_K_NlMt27j?l8flZyA5Zf-tlx2BkW?9tS8Bow8?khKWw_abtFziL?QSyotPgz'?ofn 2-7-12 2-7-12 Scale = 1:9.6 4 1.5x4 II I 2-7-12 2-7-12 3 - 3x4 - I LOADING (ps SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 3-4 >999 240 M720 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code 1BC20121TP12007 Matrix-MP Weight: 12 lb FT = 0% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2X4 DF No.1&6tr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (lb/size) 4=148/Mechanical, 3=148/Mechanical Max Horz 4=27(LC 5) Max Uplift 4=4(LC 4), 3=-4(LC 5) Max Gray 4=351 (LC 19), 3=351 (LC 21) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-283/19, 2-3=-283/13 NOTES- Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 Provide adequate drainage to prevent water ponding. This truss has been designed fo a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live toad of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Refer to girder(s) for truss to truss connections. Provide mechanical connection :by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. This truss has been designed fo. a moving concentrated load cf 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrentthith any other live loads. Girder carries tie-in span(s): 4-0-0 from 0-0-0 to 2-7-12 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1 .25, Plate lncrease=1.25 Uniform Loads (plo Vert: 34=58(F=38), 1-2-68 July 3,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTe/OS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/sr chord members only. Additional temporary and permanent bracing rvi'T k is always required for stability and to prevent collapse with possible persona injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI!TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 0 I 0 0 0 I- 0 0 I 0 0 0 BOTTOM CHORDS Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION - I Center plate on joint unless x, y offsets are indicated. L Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 y 4 to slots. Second dimension is the length parallel to slots. Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. JOINTS ARE ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, E5R1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads, in the plane of the specified. truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at loft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. ln3toll and load vortically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 © 2012 MiTek® All Rights Reserved Mu M!Tek 0 -ALL HANGERS SPECIFIED SIMPSON OR EQUAL NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS I -ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. -ALL WALLS AT VAULT/CATHEDRAL AREAS BALLOON BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS FRAME/RAKE TO TRUSS BOTTOM CHORD U.N.O. CONNECTIONS. BUILDING DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL -REFER TO TRUSS ENGINEERING FOR DESIGNS PRIOR TO CONSTRUCTION. I LOADING AND REACTION INFORMATION I I -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. I ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. ROOF PITCH: 3:12 U.N.O. HEEL HEIGHT: 3 14/16 U.N.O. ISSUE DATE: Triton St. U.N.O.TAIL LENGTH: 24 U.N.O. REVISION 1: Ma Francis ______________________ ______________________ 04/30/16 F.G. TAIL SIZE: 24 U.N.O. REVISION 2: Model ]%,44[ 9 CEILING PITCH: - 12/11/17 F.G. 07103/18 F.G. Carlsbad CA TRUSS SPACING: 24" U.N.O. REVISION 3: DESIGNED BY: 07580-17 F.G. I Gebtechnical Géológiô. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • wwwgeosoilslnc.com February 24, 2020 W.O. 7279-B/F-SC Mr. Mark Francis 3385 Blodgett Drive Colorado Springs, Colorado 80919 Subject: Interim Geotechnical Report of Rough Grading and Retaining Wall Construction, Planned Single-Family Residence, 1585 Triton Street, Carlsbad, San Diego County, California, Assessor's Parcel Number (APN) 215-070-51, City of Carlsbad Project No.: CDP201 7-0043, Drawing No.: 507-5A Dear Mr. Francis: In accordance with your request and authOrization, GeoSoils, Inc. (GSI), is providing this interim geotechnical report of rough grading and retaining wall construction within the subject property, as shown on the project grading plans (Engineering Design Group [EDG], 2019 [see the Appendix]). During grading and retaining.wall construction, line and grade was the responsibility of others, and not GSI. A comprehensive final compaction report, presenting the tabulated compaction test results and a map showing the approximate locations of the compaction tests, and the as-graded geotechnical conditions will be provided at the conclusion of all earthwork construction activities within the subject property. Unless specifically superseded herein, the conclusions and recommendations provided] in the referenced geotechnical reports (see the Appendix), are still considered valid and applicable, and should be appropriately implemented during the balance of project design and construction. SUMMARY OF GRADING AND RETAINING WALL CONSTRUCTION Grading and retaining wall construction within the subject property began around the middle of January 2020 and was generally completed on February 21, 2020. Geotechnical observation and field density testing during rough grading and retaining wall construction were performed on an as-needed part-time basis as requested by the project general contractor. Initial earthwOrk operations involved the excavations for the San Diego Regional Standard (SDRSD) C-04 retaining wall foundation along the southerly and westerly property lines, and the SDRSD C-02 retaining wall foundation near a portion of the easterly property margin. The retaining wall foundation excavations were observed to extend into suitable bearing materials and were completed in general accordance with GSI recommendations. Following construction of the retaining wall footings and stem, subdrains were installed behind the retaining walls and the walls were backfilled. Where performed, our observations, indicated that the wall subdrain construction generally conformed to GSI recommendations. Observations and field density testing indicated that the retaining wall backfill was compacted to at least 90 percent of the laboratory standard (per ASTM D 1557), where tested. Remedial grading in the existing building pad was performed concurrently with the retaining wall backfill. This included the removal and recompaction of undocumented artificial fill as well as weathered, near-surface structural fill'materials placed during the original phase of site grading in early 2004 (GSl, 2004). In general, remedial grading excavations within the existing building pad extended to depths on the order of 18 inches below the existing grades. Following backfill of the SDRSD C-04 retaining walls, 2:1 (horizontal:vertical [h:v]) fill slopes were constructed above these walls and along a portion of the northerly side of the lot. Prior to constructing the 2:1 (h:v)fill slope along the northerly side of the property, approximately 1 foot of weathered, near surface. fill materials were removed to expose the underlying, suitable fill materials placed during the original phase of site grading, conducted in early 2004 (GSl, 2004). Import fill materials consisting of. manufactured sand were blended with the onsite earth materials in order to achieve the planned grades. Where conducted, our observations and field density testing indicated that remedial grading was performed in general accordance with GSI recommendations and fills were compacted to at least 90 percent of the laboratory standard (per ASTM 0 1557). LABORATORY TEST RESULTS 'General .GSI evaluated the expansion potential of soils exposed near pad grade within the building pad area. The results of the expansion index testing are summarized in the following section. Testing to evaluate the corrosion potential of the soils exposed near pad grade is currently in progress. Corrosipn test-results will be provided under a separate cover when they become available. Expansion Index Testing A representative sample of compacted fill material,, exposed near pad grade was evaluated in the laboratory for expansion potential. Expansion Index (El.) testing and expansion potential classification were performed in general accordance with ASTM Standard 04829. The results of the expansion index testing are presented in the following table: EXPANSION INDEX I EXPANSION POTENTIAL <5 I Very Low E.I. = 0-20 - Very Low Expansion Potential, E.I. = 21 to 50- Low Expansion Potential, E.I. = 51 to 90 - Medium Expansion Potential, E.I. = 91 to 130 - High Expansion Potential, El.> 131 - Very High Expansiàn Potential Francis W.O. 7279-B/F-SC 1585 Triton Street, Carlsbad . February 24, 2020 File:e:\wpl2\7200\7279bf.igr GeoSoils, Inc. . Page 2 A CONCLUSIONS Based on our observations and testing, grading, retaining wall foundation and subdrain construction, and fill compaction within the subject property were performed in general accordance with the recommendations contained in GSI (2017) and the requirements of EDG (2019). Therefore, it is our opinion that the prepared lot is suitable for its intended use from a geotechnical engineering perspective. The expansion potential of the compacted fill, exposed near pad grade is very low. Thus, the foundation design shown on Specialty Steel (2018) is appropriate for the as-graded soil conditions described in this report. RECOMMENDATIONS The follow geotechnical recommendations should be incorporated into the balance of project design and construction: Remedial grading should be performed in the planned driveway area prior to driveway subgrade preparation. Pad grade soils should moisture conditioned to a depth of at least 12 inches within 72 hours prior to the placement of the underlayment sand and vapor retarder. The building foundation excavations should be observed by a representative of this firm prior to placement of the reinforcement and concrete. All additional earthwork within the subject property should be performed under the observation and testing of GSI. The onsite earth materials are considered erodible. Thus, surface drainage should be directed away from the building foundations and the tops of slopes. Surface drainage should be properly maintained throughout the life of the project. In the respite between the conclusion of grading and final landscaping, all slopes should received the approved erosion control measures. LIMITATIONS Inasmuch as our study is based upon our review and engineering analyses and laboratory data, 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. Francis W.O. 7279-B/F-SC 1585 Triton Street, Carlsbad February 24, 2020 File:e:\wpt2\7200\7279bf.igr GeoSoils, IflC. Page 3 The opportunity to be of service is appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitted, AL GeoSoilg, Inc. 1113 Cortilled cc PZ 4ell C)V%~- ankIin\/i dt"Sek C NO Engineering Geologist, Civil Engineer, ACE 47 °F (&hmer Project Geologist RBB/JPF/DWS/mn Attachments: Appendix - References Distribution: (1) Addressee (wet signed via Ua mail and email) (2) Coble. Homes, Attention: Mr. Matt Coble Francis W.O. 7279-B/F-SC 1585 Triton Street, Carlsbad February 24, 2020 File:e:\wpl2\7200\7279bf,igr GeoSoils, Inc. Page-4 'S ''I APPENDIX REFERENCES• American Concrete Institute, 2014, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 318R-14): reported by ACI Committee 318, dated September. American Concrete Institute (ACI) Committee 302,2004, Guide for concrete floor and slab construction, 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, Designation: E 1745-97 (Reapproved 2004). California Building Standards Commission, 2016, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2015 International Building Code, 2016 California Historical Building code, Title 24, Part 8, 2016 California Existing Building Code, Title 24, Part 10, and the 2015 International Existing Building Code. Engineering Design Group, 2019, Grading plans for,: Francis Residence, Sheets 1 through 3 of 5, various,scales, City of Carlsbad Project No.: CDP201 7-0043, City of Carlsbad Drawing No.: 507-5A, dated November 13. GeoSoils, Inc., 2018, Geotechnical review of grading and post-tension foundation plans, planned single-family residence, 1585 Triton Street, Carlsbad, San Diego 'County, California, Assessor's Parcel Number (APN) 215-070-51, W.O. 7279-A-SC, dated April 18. 2017, Geotechnical update evaluation, proposed single-family residence off of Triton Street, Carlsbad, San Diego County, California, Assessor's Parcel Number (APN) 215-070-51, W.0.7279-A-SC, dated June 9. 2004, Final compaction report of grading, Parcels 1 and 3, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-Al-SC, dated December 20. 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, proposed subdivision, Carlsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. 5 Specialty Steel, 2018, Francis residence, 1585 Triton Street, Carlsbad, California, Sheets PTD, PTHD, and PT-1, scale: 1/4-inch = 1 foot, dated March 29. GeoSoils, Inc. Geotechnical' Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com April 13, 2018 W.O. 7279-Al-SC Mr. Mark Francis 3385 Blodgett Drive Colorado Springs, Colorado 80919 Subject: Geotechnical Review of Grading and Post-Tension Foundation Plans, Planned Single-Family Residence, 1585 Triton Street, Carlsbad, San Diego County, California, Assessor's Parcel Number (APN) 215-070-51 Dear Mr. Francis: In accordance with your request and authorization, GeoSoils, Inc. (GSI) is providing this summary letter of our geotechnical review of the project grading and post-tension foundation plans prepared by Engineering Design Group ([EDG], 2018) and Specialty Steel ([SS], 2018), respectively. The purpose of our review was to evaluate if EDG (2018) and SS (2018) have properly incorporated the recommendations contained in GSI (2017). The services GSI performed for this study included a review of EDG (2018), SS (2018), and GSI (2017); various correspondence with EDG and SS representatives; and the preparation of this summary letter. Unless specifically superseded herein, the conclusions and recom-nendations contained in geotechnical reports, listed in the Appendix, are still considered valid and applicable, and should be appropriately implemented during construction. Based on our review, both EDG (2018) and SS (2018) are in general accordance with the geotechnical recommendations contained in GSI (2017). Should any significant revisions be made to EDG (2018) or SS (2018), following the issuance of this letter, the conclusions contained herein shall be considered invalid until the plan revisions have been reviewed and approved by this office. AH LIMITATIONS 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 of the project. If you have any questions or comments regarding this letter, please do not hesitate to contact the undersigned. Respectfully subm GeoSoils, Inc. o OJoh~ Geologist Certified EnineorIng Franklin \OF2!0,1 Engineering Geologist, CEG 1340 JRan B. Boehmer Project Geologist RBB/JPF/DWS/jh CO RCE4757i *\p 12/z /i9 David A I I 4y OP CAVW >1* VIL Civil Engineer, RCE 47857 Attachment: Appendix - References Distribution: (1) Addressee (via email) (1) Engineering Design Group, Attention Ms. Erin Rist (via US mail and email) (1) Specialty Steel, Attention: Mr. Beat Arnet (via email) Francis W.O. 7279-Al-SC 1585 Triton Street, Carlsbad April 13, 2018 File:e:\wp12\7200\7279a1 .gro GeoSoils, Inc. Page 2 APPENDIX REFERENCES Engineering Design Group, 2018, Grading plans for: Francis Residence, Sheets 1 through 3 of 5, various scales, City of Carlsbad Project No.: CDP201 7-0043, City of Carlsbad Project No.: 507-5A, plot dated April 12. GeoSoils, Inc., 2017, Geotechnical update evaluation, proposed single-family residence off of Triton Street, Carlsbad, San Diego County, California, Assessor's Parcel Number (APN) 215-070-51, W.0.7279-A-SC, dated June 9. 2004, Final compaction report of grading, Parcels 1 and 3, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-Al -SC, dated December 20. 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, proposed subdivision, Carlsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. Specialty Steel, 2018, Francis residence, 1585 Triton Street, Carlsbad, California, Sheets PTD, PTHD, and PT-1, scale: ¼-inch = 1 foot, dated March 29. GeoSoils, Inc. GEOTECHNICAL UPDATE EVALUATION PROPOSED 1EPARE F N STREET AL Co FO MR. MARK FRANCIS 3385 BLODGETT DRIVE COLORADO SPRINGS, COLORADO 80919 W.O. 7279-A-SC JUNE 9, 2017 Geotechnical' Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com June 9, 2017 W.O. 7279-A-SC Mr. Mark Francis 3385 Blodgett Drive Colorado Springs, Colorado 80919 Subject: Geotechnical Update Evaluation, Proposed Single-Family Residence Off of Triton Street, Carlsbad, San Diego County, California, Assessor's Parcel Number (APN) 215-070-51 Dear Mr. Francis: In accordance with your request and authorization, GeoSoils, Inc. (GSI) is pleased to present the results of our geotechnical update evaluation of the subject site. The purpose of our study was three-fold. Firstly, this update serves as an assessment of the current site geologic and geotechnical conditions. Secondly, this update brings our previous site-specific work into accordance with the 2016 California Building Code ([2016 CBC], California Building Standards Commission [CBSC], 2016) and current standards of practice. Lastly, this update provides preliminary, project-specific geotechnical recommendations for earthwork and the design of foundations, retaining walls, pavements, and flatwork, as they relate to the proposed single-family residence at the property. EXECUTIVE SUMMARY Based upon our field exploration, geologic, and geotechnical engineering analysis, the proposed residential development appears feasible from a soils engineering and geologic viewpoint, provided that 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 our study are summarized below: In general, the site may be characterized as being mantled by localized undocumented fill and structural fill. These earth materials are underlain by Quaternary-age very old paralic deposits, which are considered formational earth materials. Structural fills were observed and tested by GSI during original grading of the lot. Due to their relatively low density, lack of uniformity, and porous nature, all undocumented fill and weathered structural fill are considered potentially compressible and unsuitable for the support of settlement-sensitive improvements (i.e., foundation elements, slab-on-grade floors, flatwork, walls, etc.) and/or engineered fill in their existing state. These earth materials should be removed and reused as properly prepared structural fill, per the recommendations in this report. Based on the available data, the thickness of potentially compressible soils, across the site, is anticipated to vary between approximately 1 foot to 1 1/2 feet. However, localized thicker sections of unsuitable soils cannot be precluded and should be anticipated. Conversely, the underlying unweathered very old paralic deposits are considered suitable for the support of settlement-sensitive improvements and engineered fill. It should be noted that the 2016 CBC (CBSC, 2016) indicates that removals of unsuitable soils be performed across all areas to be graded, under the purview of the grading permit, and not just within the influence of the proposed residential structure. 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 or offsite. In general, any planned settlement-sensitive improvement located above a 1:1 (horizontal:vertical [h:v]) projection up from the bottom, outboard edge of the remedial grading excavation at the property boundary would be affected by perimeter conditions. On a preliminary basis, any planned settlement-sensitive improvements located within approximately 1 foot to 11/2 feet from the property boundary would require deepened foundations or additional reinforcement by means of ground improvement or specific structural design. Otherwise, these improvements may be subject to distress and a reduced serviceable life. This will also require proper disclosure to all interested/affected parties should this condition exist at the conclusion of grading. In OSI (2002b and 2004), we identified paleoliquefaction features within the very old paralic deposits. These features are artifacts of ancient seismically-induced liquefaction, occurring prior to lithification of the very old paralic deposits, and do not present a current secondary seismic risk to the proposed development. However, due to density/permeability contrasts between these features and the intact very old paralic deposits, these features can act as conduits for subsurface water which could result in piping of fines and low magnitude settlement. Similar to GSI (2002b and 2004), we are recommending the use of post-tensioned (PT) foundations for support of the proposed residential structure. Expansion index (E.I.) testing, performed on a representative sample of the onsite soils, indicates an E.I. that is less than 5. Thus, on a preliminary basis, the expansion potential of the onsite soils is very low. Site soils are provisionally considered non-detrimentally expansive and do not require specific structural design forthe mitigation of shrink/swell effects. Additional evaluations regarding the expansion potential of the onsite soils should be performed during remedial earthwork, and prior to foundation construction. Corrosion testing performed on a representative sample of the onsite soils indicates site soils are neutral with respect to soil acidity/alkalinity; are corrosive to exposed, Francis W.O. 7279-A-SC File:e:\wpl2\7200\7279a.gue GeoSoils, Inc. Page Two buried metals when saturated; present negligible ("not applicable"or "SO" per American Concrete Institute [ACI] 318-14) sulfate exposure to concrete; and contain relatively low concentrations of soluble chlorides. GSI does not consult in the field of corrosion engineering. Thus, consultation from a qualified corrosion consultant may be considered based on the level of corrosion protection required for the project, as determined by the Project Architect, Structural Engineer, Civil Engineer, and Plumbing/Mechanical Engineers. On a preliminary basis, site soils are classified as "SO," "WO," and "Cl," per ACI (318-14). Based on our previous site work (GSI, 2002b and 2004), the very old paralic deposits are highly cemented and presented excavation difficulties during original earthwork performed at the property. Excavations using relatively lightweight excavation equipment such as backhoes or mini-excavators would likely encountered practical refusal during excavations completed into the very old paralic deposits. Thus, rock breaking equipment, such as a hoe ram, may be necessary to complete the planned excavations as well as the herein recommended remedial excavations. Based on our understanding of the proposed development, excavation difficulty would likely be experienced during the foundation excavation for the retaining wall, along the westerly property line and the fill slope keyway excavation near the southerly property boundary. Additional areas where excavation difficulty could be experienced can be provided following our review of the development plans. GSI recommends that all excavation equipment be properly sized and powered for the required excavation task. If further information pertaining to rock hardness/excavation difficulty, this office could perform a geophysical assay with seismic refraction equipment. It is our understanding that the proposed project includes the installation of a retaining wall near the westerly property line, and adjacent to an existing segmental retaining wall system. To date, GSI has not been provided with any as-built engineering documents pertaining to the construction of the existing segmental retaining wall. Owing to the currently unknown construction and the flexible nature of this retaining wall, GSI recommends that the foundation for the proposed retaining wall extend through any surficial soils and be founded into the underlying very old paralic deposits. The purpose of this recommendation is to reduce the potential for the proposed retaining wall to experience distress. GSI did not observe evidence of a regional groundwater table nor perched water within our subsurface explorations nor during our previous site work (GSI, 2002b and 2004). The regional groundwater table is anticipated to be coincident with sea level or approximately 361 feet below the lowest site elevation. Thus, the regional water table is not anticipated to affect site development. We did encounter relatively thin zones of saturation within the structural fill in our Test Pit TP-2 at approximately 31/2 and 41/2 feet below the existing grade. This is evidence that perched water conditions may occur during development or in the future, along zones of contrasting permeability and/or density. This potential should be disclosed to all Francis W.O. 7279-A-SC Ffle:e:\wp12\7200\7279a.gue GeoSoils, Inc. Page Three interested/affected parties. Our findings reflect the groundwater 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 study. On a preliminary basis, temporary slopes should be constructed in accordance with CAL-OSHA guidel ines for Type "B" soils, provided running sands, water, or seepage are not present. All temporary slopes should be evaluated by the geotechnical consultant, prior to worker entry. Should adverse conditions be identified, the slope may need to be laid back to a flatter gradient or require the use of shoring. If the recommended temporary slopes conflict with property lines or existing improvements that need to remain in serviceable use, alternating slot excavations or shoring may be necessary. Our evaluation indicates that with the exception of moderate to strong ground shaking as a result of a regional earthquake the proposed development has low susceptibility to be adversely affected by geologic and secondary seismic hazards. Site soils are considered erosive. Thus, properly designed and maintained site drainage is necessary in reducing erosion damage to the planned improvements. The site is subject to moderate to strong ground shaking should an earthquake occur along any of a number of the regional fault systems. 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 proposed structures will be repairable in the event of the design seismic event. This potential should be disclosed to any owners and all interested/affected parties. On a preliminary basis, the feasibility of stormwater infiltration at the subject site is considered very low, owing to the highly cemented nature of the very old paralic deposits that occur in the near surface. If stormwater were to infiltrate, it would most likely perch upon the very old paralic deposits and migrate laterally. This may have detrimental effects on onsite and offsite improvements, including public and private underground utility trenches. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. Francis W.O. 7279-A-SC File: e:\wpl 2\7200\7279a. pge GeoSoils, Inc. Page Four The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully sub GeoSoils, Inc. a. No. 1340 I Certified I p \ Engineering1P. Geologist 'T 7X01— 1100 I (JJohn P. Franklin OF CAVO Y Engineering Geologist,EG1O 4vyan B. Boehmer Staff Geologist RBB/JPF/DWS/jh /Vç4.OFESS10 Iffc No. RCE 47857 '0~'David W. Skellf OF Civil Engineer, RCE 47857 Distribution: (3) Addressee (2 wet signed) Francis File: e:\wpl2\7200\7279a.pge GeoSoils, Inc. W.O. 7279-A-SC Page Five ABLE OF CONTENTS SCOPE OF SERVICES ...................................................3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT .........................4 PROJECT GEOTECHNICAL BACKGROUND ..................................5 RECENT FIELD STUDIES .................................................5 PHYSIOGRAPHIC AND REGIONAL GEOLOGIC SETTINGS ......................6 Physiographic Setting ..............................................6 Regional Geologic Setting ...........................................6 SITE GEOLOGIC UNITS ..................................................8 General..........................................................8 Undocumented Artificial Fill (Map Symbol - Afu) ....................8 Structural Fill (Map Symbol - Afs) ................................9 Quaternary Very Old Paralic Deposits (Map Symbol - Qvop) ..........9 Structural Geology .................................................9 GROUNDWATER........................................................ ROCK HARDNESS/EXCAVATION DIFFICULTY ...............................10 GEOLOGIC/SEISMIC HAZARDS EVALUATION ...............................10 UPDATED SEISMICITY ..................................................11 Deterministic Site Acceleration ......................................11 Historical Site Acceleration .........................................11 Seismic Shaking Parameters ........................................12 LABORATORY TESTING .................................................13 Classification .....................................................13 Moisture-Density Relations .........................................13 Expansion Index ..................................................13 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides .............14 Corrosion Summary .........................................14 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS ....................14 EARTHWORK CONSTRUCTION RECOMMENDATIONS .......................18 General.........................................................18 Site Preparation ..................................................19 Removal and Recompaction of Potentially Compressible Earth Materials . . . . 19 Alternating Slot Excavations ........................................19 Perimeter Conditions ..............................................20 GeoSoils, Inc. Overexcavation . 20 Structural Fill Placement ...........................................20 ImportSoils ......................................................20 Graded Slope Construction .........................................21 General...................................................21 Cut Slopes .................................................21 FillSlopes .................................................21 Other Considerations Regarding Graded Slopes ..................21 Temporary Slopes ................................................22 Excavation Observation and Monitoring (All Excavations) .................22 Observation ................................................23 Earthwork Balance (Shrinkage/Bulking) ...............................23 PRELIMINARY RECOMMENDATIONS - FOUNDATIONS .......................24 General.........................................................24 Post-Tensioned Foundation Systems .................................25 Slab Subgrade Pre-Soaking ........................................26 Perimeter Cut-Off Walls/Beams ......................................26 Post-Tensioned Foundation Design ..................................26 Soil Support Parameters ...........................................26 PT Foundation Setbacks ...........................................28 Foundation Settlement .............................................28 SOIL MOISTURE TRANSMISSION CONSIDERATIONS ........................28 SITE RETAINING WALL DESIGN PARAMETERS ..............................30 General.........................................................30 Conventional Retaining Walls .......................................30 Preliminary Retaining Wall Foundation Design ....................31 Additional Design Considerations ..............................31 Restrained Walls ............................................32 Cantilevered Walls ...........................................32 Seismic Surcharge ................................................33 Retaining Wall Backfill and Drainage ..................................34 Wall/Retaining Wall Footing Transitions ...............................34 SlopeCreep .....................................................38 Top of Slope Walls/Fences .........................................38 DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS .......................39 ONSITE INFILTRATION-RUNOFF RETENTION SYSTEMS ......................41 General..........................................................41 DEVELOPMENT CRITERIA ...............................................44 Slope Deformation ................................................44 Slope Maintenance and Planting .....................................44 Francis Table of contents FiIe:e:\wp12\7200\7279a.pge GeoSoils, Inc. Page ii Drainage . 45 Erosion Control ...................................................45 Landscape Maintenance ............................................45 Gutters and Downspouts ...........................................46 Subsurface and Surface Water ......................................46 Site Improvements ................................................46 Tile Flooring ......................................................47 Additional Grading ................................................47 Footing Trench Excavation .........................................47 Trenching/Temporary Construction Backcuts ..........................47 Utility Trench Backfill ..............................................48 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING........................................................48 OTHER DESIGN PROFESSIONALS/CONSULTANTS ..........................49 PLAN REVIEW .........................................................50 LIMITATIONS..........................................................50 FIGURES: Figure 1 - Site Location Map .........................................2 Figure 2-Geotechnical Map .........................................4 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail ..............35 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain .......36 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill ...........37 ATTACHMENTS: Appendix A -. References ...................................Rear of Text Appendix B - Test Pit Logs ..................................Rear of Text Appendix C - Seismicity ....................................Rear of Text Appendix D - Laboratory Data ...............................Rear of Text Appendix E - General Earthwork, Grading Guidelines, and Preliminary Criteria ..................................................Rear of Text Francis Table of Contents File: e:\wpl2\7200\7279a.pge GeoSoils, Inc. Page Ui GEOTECHNICAL UPDATE EVALUATION PROPOSED SINGLE-FAMILY RESIDENCE OFF TRITON STREET CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA ASSESSOR'S PARCEL NUMBER (APN) 215-070-51 SCOPE OF SERVICES The scope of our services has included the following: Reviewed existing site-specific geotechnical reports, and readily available published geologic maps of the vicinity (see Appendix A). Conducted site reconnaissance mapping and shallow subsurface exploration by excavating two (2) exploratory test pits and two (2) borings with non-mechanized, manual equipment (see Appendix B). Performed an updated seismic hazards evaluation (see Appendix C). Tested relatively undisturbed and representative bulk soil samples collected during our subsurface exploration program in the laboratory (see Appendix D). Analyzed field and laboratory data relative to the proposed development. Prepared this summary report and accompaniments. SITE DESCRIPTION AND PROPOSED DEVELOPMENT The subject property consists of an existing graded lot, located along the southerly side of Triton Street in Carlsbad, San Diego California (see Figure 1, Site Location Map). The aforementioned lot is situated approximately 165 feet westerly of the intersection of Triton Street and IBlack Rail Road. The latitude and longitude of the approximate centroid of the site is 33.11240 and -117.2884°. The property is bounded by Triton Street to the north, by existing private drives to the east and west and by an undeveloped residential lot to the remaining quadrant. Topographically, the site is situated upon the westerly flank of a northwesterly trending mesa. According to a 10-scale grading plan prepared by Omega Engineering Consultants ([OE]) for a formerly proposed project (OE, 2012), site elevations range between approximately 361 feet and 372 feet (Datum = North American Vertical Datum of 1929 [NGVD29]), for an overall relief of aboutll feet. The site is generally flat lying to moderately sloping to the south, west, and north. Existing slopes are on the order of 9 feet high or less with gradients of approximately 2:1 (horizontal: vertical [h:v]) or flatter. However, recent brush removal has resulted in an approximately 1 foot high vertical slope along the toe of the westerly facing slope. Surface drainage appears to be controlled by sheet flow runoff, primarily directed to the west, north, and south. Atemporary storm water detention basin occurs near the northwesterly property corner, which collects some of the site runoff. GeoSoils, Inc. This map Is copyrighted by GOogle 2017. It Is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. #4 W 7279-A-SC A N SITE LOCATION MAP Figure 1 sale et It San Diego 7 Minute, dated 1997, current, 1999. S ITE - Villa Loma Apart [(- •-- - Triton St. ' Nc - Ca - Base Map: Google Maps, Copyright 2017 Googie, Map Data Copyright 2017 Googie 11 Based on communication with the Client and our review of a conceptual site plan you provided, GSI understands that proposed development consists of preparing the lot to receive a two-story single-family residence with associated driveway, retaining wall, and hardscape improvements. We understand that site preparation will include minor cut and fill grading; however, civil engineering plans showing the proposed graded configuration have not been provided for GSI review. The Client has indicated that grading is intended to increase the area of the building pad by installing an approximately 4-foot high retaining wall along the toe of the westerly facing slope, and constructing a new 2:1 (h:v)fill slope farther to the south of the current southerly facing slope's position. The latter may require some grading on the adjacent southerly property. GSI anticipates that the proposed residential structure will consists of a wood frame, supported by shallow foundations and a slab-on-grade floor. Building loads are currently unknown, but assumed to be typical for this type of relatively light residential construction. Sanitary sewage disposal is to be connected into the existing municipal system. PROJECT GEOTECHNICAL BACKGROUND In 2002, GSI performed a preliminary geotechnical evaluation of the subject site relative the original subdivision of 6575 Black Rail Road. A summary of this study was provided in GSI (2002b). In January 2004, GSI provided geotechnical observation and testing during grading of the subject lot. GSI (2004) provides a synopsis of our observations and testing during grading. In general, grading of the lot consisted of the removal of all potentially compressible soils to expose the underlying very old paralic deposits (formerly termed "terrace deposits" in GSI [2002b and 2004]). Following the removal of the unsuitable surficial soils, they were cleaned of significant concentrations of organic matter and deleterious debris, moisture conditioned to at least optimum moisture content, and then reused within the lot as structural fill. GSI's field density testing indicated that the fill materials were compacted to at least 90 percent of the laboratory standard (ASTM D 1557). Expansion index testing, performed on a sample of near-finish grade soils indicated a very low expansion potential. Due to the presence of pervasive paleo-liquefaction features identified during field work performed in preparation of GSI (2002b), the use of post-tension foundations were recommended to support any proposed residential structure within the subject lot. RECENT FIELD STUDIES Site-specific field studies were conducted by GSI on April 30, 2017, and consisted of reconnaissance geologic mapping, excavating two (2) shallow exploratory test pits, and advancing two (2) shallow boring. The test pits and borings were completed using non- mechanized, manual equipment, and were logged by a representative of this office. Representative bulk and relatively undisturbed soil samples were collected from the subsurface explorations for appropriate laboratory testing. The logs of the test pits and Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 6 borings are presented in Appendix B. Site geology and the location of the test pits and borings are shown on the Subsurface Exploration Location Map (see Figure 2), which uses Google Earth imagery as a base. PHYSIOGRAPHIC AND REGIONAL GEOLOGIC SETTINGS Physiographic Setting The site is located in the coastal plain physiographic section of San Diego County. The coastal plain section is characterized by pronounced marine wave-cut terraces intermittently dissected by stream channels that convey water from the eastern highlands to the Pacific Ocean. Regional Geologic Setting San Diego County lies within the Peninsular Ranges Geomorphic Province of southern California. This province is characterized as elongated mountain ranges and valleys that trend northwesterly (Norris and Webb, 1990). This geomorphic province extends from the base of the east-west aligned Santa Monica - San Gabriel Mountains, and continues south into Baja California, Mexico. 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. The San Diego County region was originally a broad area composed of pre-batholithic rocks that were subsequently subjected to tectonism and metamorphism. In the late Cretaceous Period, the southern California Batholith was emplaced causing the aforementioned metamorphism of pre-batholithic rocks. Many separate magmatic injections originating from this body occurred along zones of structural weakness. Following batholith emplacement, uplift occurred, resulting in the removal of the overlying rocks by erosion. Erosion continued until the area was that of low relief and highly weathered, The eroded materials were deposited along the sea margins. Sedimentation also occurred during the late Cretaceous Period. However, subsequent erosion has removed much of this evidence. In the early Tertiary Period, terrestrial sedimentation occurred on a low-relief land surface. In Eocene time, previously fluctuating sea levels stabilized and marine deposition occurred. In the late Eocene, regional uplift produced erosion and thick deposition of terrestrial sediments. In the middle Miocene, the submergence of the Los Angeles Basin resulted in the deposition of thick marine beds in the northwestern portion of San Diego County. During the Pliocene, marine sedimentation was more discontinuous and generally occurred within shallow marine embayments. The Pleistocene saw regressive and transgressive sea levels that fluctuated with prograding and recessive glaciation. The changes in sea level had a significant effect on coastal topography and resultant wave erosion and deposition formed many terraces along the Francis APN 256-420-55, Carlsbad File: e:\wpl2\72'DO\7249apge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 7 GSI LEGEND AN - ARTIFICIAL FILL - UNDOCUMENTED Afs — ARTIFICIAL FILL - STRUCTURAL, PLACED UNDER THE PURVIEW OF CS! (2004). CIRCLED WHERE BURIED Qvo - QUATERNARY VERY OLD PARALIC DEPOSITS, - CIRCLED WHERE BURIED - ._... ' .• •. — APPROXIMATE LOCATION OF GEOLOGIC CONTACT, Af AJ TP-2 DOTTED WHERE BURIED a-MU 1 - APPROXIMATE LOCATION OF EXPLORATORY TEST PIT Qvo HA-2 - APPROXIMATE LOCATION OF EXPLORATORY * " . Afs TD2 V2' HAND—AUGER BORING, WITH TOTAL DEPTH IN FEET - - Afu N.A.P. — NOT A PART OF THIS STUDY Afs ' vo 16 , TP-2 . V N A P Afs V -. : 4Vi"'•' V Qvo V •, V V S.. — / .- -' '.- , . , o Afu, i-a . Afs N.A.P. Aj -I - HA1* - ' N.A riit: LOCATIONSAREAPPROXIMATE This document or eflie is not a part of the Construction P - Documents and should not be relied upon as being an accurate depiction of design. N ' V NAP 4 / \CRAPH/C SCALE a te V -. JO f5V 301 60' • ;2q '1 GEOTECHNIAL MAP _JI S — Jo" . V V Figure 2 am -— - PIN ,. , - , wo. 7279-A.SC oAraO6/17 SCALE. =3O' coastal plain. In the mid-Pleistocene, regional faulting separated highland erosional surfaces into major blocks lying at varying elevations. A later rise in sea level during the late Pleistocene, caused the deposition of thick alluvial deposits within the coastal river channels. In recent geologic time, crystalline rocks have weathered to form soil residuum, highland areas have eroded, and deposition of river, lake, lagoonal, and beach sediments has occurred. Regional geologic mapping by Kennedy and Tan (2008) indicates that the site is underlain by very old paralic deposits (subunits 10-11), formerly termed "terrace deposits." The very old paralic deposits consist of marine and non-marine sediments deposited on wave cut platforms that emerged from the sea approximately 698,000 to 800,000 years before present. SITE GEOLOGIC UNITS General The earth material units that were observed and/or encountered at the subject site consist of localized undocumented fill, structural fill placed under the purview of GSI (2004), and Quaternary-age very old paralic deposits. A general description of each material type is presented as follows, from youngest to oldest. The general distribution of these materials across the site is presented on Figure 2. Undocumented Artificial Fill (Map Symbol - Afu) Undocumented fill was encountered at the surface in Test Pits TP-1 and TP-2, and in Hand-Auger Boring HA-2. It is the opinion of GSI that the undocumented fill was placed on the subject property, following the original rough grading. The undocumented fill in Test Pit TP-1 appears to be associated with the construction of the nearby driveway and segmental retaining wall. The undocumented fill in Hand-Auger Boring HA-2 may be associated with the repair of a surficial failure on the westerly facing fill slope. The undocumented fill observed in Test Pit TP-2 may be associated with the remnants of stockpiled materials. As observed, the undocumented fill primarily consisted of grayish brown and dark grayish silty sand with localized abundant 3/4-inch gravel (TP-l) and trace asphaltic concrete and angular, cobble-sized rock fragments (TP-2). The undocumented fill also consisted of gray clayey sand (HA-2). In general, the undocumented fill was dry and loose to medium dense. The thickness of the undocumented fill encountered in our subsurface explorations was on the order of 2/3 foot to 1 foot. The undocumented fill is considered unsuitable for the support of the proposed improvements and engineered fills in its existing state. Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 9 Structural Fill (Map Symbol - Ats) Structural fill, placed under the purview of GSI (2004), was encountered beneath the undocumented fill in Test Pits TP-1, TP-2, and HA-2, and at the surface in HA-1. As observed therein, the structural fill consisted of dark yellowish brown, brown, and reddish yellow clayey sand and a mixture of dark brown, gray, and reddish yellow silty sand with trace clay and sandy clay. The structural fill locally contained trace fragments of reddish yellow and gray sandstone and trace rounded pebbles and cobbles. In general, the structural fill was dry to moist with localized zones of saturation, and medium dense to dense. Based on our review of current subsurface data and GSI (2004), the thickness of the structural fill within the subject property is on the order of 11/2 to 11 feet. However, within the building pad area of the subject property, the thickness of the structural fill generally ranges between approximately 5 and 11 feet. The upper approximately 1 1/2 feet of the structural fill in the vicinity of Hand-Auger Boring HA-1 will require some reprocessing, owing to weathering, to restore consistency. Quaternary Very Old Paralic Deposits (Map Symbol - Qvop) Quaternary very old paralic deposits were encountered underlying the surficial earth materials in the test pits and in Hand-Auger Boring HA-1. The very old paralic deposits consisted of a reddish yellow and gray, very fine- to fine-grained sandstone. The very old paralic deposits were typically dry and very dense. Based on observations during our recent site investigation and during the original rough grading of the subject lot, the very old paralic deposits are highly cemented. Based on the recent subsurface data and a review of GSI (2004), the very old paralic deposits occur at depths on the order of 1 1/2 and ii feet below the existing grade, within the subject property. Structural Geology Regionally, the very old paralic deposits generally exhibit relatively thick, subhorizontal bedding. Adverse geologic structures that would preclude project feasibility were not observed or encountered during our recent or previous field work. GROUNDWATER GSI did not observe evidence of a regional groundwater table nor perched water within our subsurface explorations nor during our previous site work (GSI, 2002b and 2004). The regional groundwater table is anticipated to be coincident with sea level or approximately 361 feet below the lowest site elevation. Thus, the regional water table is not anticipated to affect site development. Our findings reflect the groundwater 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 study. Francis APN 256-420-55, Carlsbad File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 10 -s Seeps, springs, or other indications of subsurface water were not noted on the subject property during the time of our recent field investigation. However, we did observe minor saturated zones within Test Pit TP-2 at approximately 31/2 and 41/2 feet below the existing grades. This is evidence that perched water conditions can develop as the result of heavy precipitation and/or irrigation, or damaged wet utilities. Perched water conditions typically develop along zones of contrasting permeabilities/densities (i.e., fill/very old paralic deposit contacts, sandy/clayeyfill lifts, etc.) or along geologic discontinuities. This potential should be anticipated and disclosed to all interested/affected parties. Due to the potential for post-development perched water to manifest near the surface, owing to as-graded permeability/density contrasts, more onerous slab design is necessary for any new slab-on-grade floor (State of California, 2017). 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. ROCK HARDNESS/EXCAVATION DIFFICULTY Based on our recent and previous observations, the very old paralic deposits are highly cemented and will likely present excavation difficulty for trenching equipment. The need for rock breaking equipment (i.e., hoe ram) should be anticipated, especially during foundation excavation for the proposed retaining along the westerly property line or the keyway excavation along the southerly property boundary. All excavation equipment should be appropriately sized and powered for the required excavation task. If more data pertaining to the excavation characteristics of the onsite earth materials is necessary, this office can perform seismic refraction(rock hardness) surveys. GEOLOGIC/SEISMIC HAZARDS EVALUATION Geologic/seismic hazard were previously addressed in GSI (2002b). Based on our review, other than the potential for the site to experience moderate to strong ground shaking in the event of an earthquake, the susceptibility of the site to other geologic/seismic hazards is relatively low. The occurrence of localized undocumented fill along the westerly facing fill slope is possible evidence that this slope experienced a surficial failure following its original construction. If a slope failure occurred, it was likely the result of unattended, poor surface drainage. Provided, that the recommendations contained herein are incorporated into project design and construction, the recurrence of failure is considered relatively low. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 11 PDATED SEISMICITY The subject site is situated in a region subject to periodic earthquakes along active faults. According to Blake (2000a), the Rose Canyon fault is the closest known active fault to the site (located at a distance of approximately 5.6 miles [9.0 kilometers]) and should have the greatest effect on the site in the form of strong ground shaking, should the design earthquake occur. Cao, et al. (2003) indicate the slip rate on the Rose Canyon fault is 1.5 (±0.5) millimeters per year (mm/yr), and the fault is capable of a maximum magnitude 7.2 earthquake. The location of the Rose Canyon fault and other major faults within 100 kilometers of the site are shown 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. Deterministic Site Acceleration 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. 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 (formerly "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 Rose Canyon fault may be on the order of 0.60 g. The computer printouts of pertinent portions of the EQFAULT program are included within Appendix C. Historical Site Acceleration 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 15, 2016). 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 15, 2016. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have affected the site during the specific time frame. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site acceleration during the period 1800 through December 15, 2016 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 of the EQSEARCH program are presented in Appendix C. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 12 Seismic Shaking Parameters Based on the site conditions, the following table summarizes the site-specific design criteria obtained from the 2016 CBC (CBSC, 2016), Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program "U.S. Seismic Design Maps, provided by the United States Geological Survey (2014) was utilized for design. The short spectral response utilizes a period of 0.2 seconds. 2016 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2016 CBC AND/OR REFERENCE Site Class D Section 1613.3.2/ASCE 7-10 (Chapter 20) Spectral Response - (0.2 sec), S. 1.091 g Figure 1613.3.1(1): Spectral Response - (1 sec), S 0.421 g Figure 1613.3.1 (2) Site Coefficient, F5 1.064 Table 1613.3.3(1) Site Coefficient, F5 1.579 Table1613.3.3(2) Maximum Considered Earthquake Spectral 1.160 g Section 1613.3.3 Response Acceleration (0.2 sec), 5MS (Eqn 16-37) Maximum Considered Earthquake Spectral 0.664 g Section 1613.3.3 Response Acceleration (1 sec), SM, (Eqn 16-38) 5% Damped Design Spectral Response 0.774 g Section 1613.3.4 Acceleration (0.2 sec), SDS (Eqn 16-39) 5% Damped Design Spectral Response 0.443 g Section 1613.3.4 Acceleration (1 sec), S, (Eqn 16-40) PGA, 0.459 g ASCE 7-10 (Eqn 11.8. 1) Seismic Design Category D Section 1613.3.5/ASCE 7-10 (Table 11.6-1 or 11.6-2) L GENERAL SEISMIC PARAMETERS PARAMETER I VALUE Distance to Seismic Source (Rose Canyon fault) 5.6 mi (9.0 km)] Upper Bound Earthquake (Rose Canyon fault) M = 7.2)2) - Blake (2000a) - Cao, et al. (2003) 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 Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 13 to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2016 CBC (CBSC, 2016) and regular maintenance and repair following locally significant seismic events (i.e., M5.5) will likely be necessary, as is the case in all of southern California. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials collected during our subsurface exploration in order to evaluate their physical characteristics. Test procedures used and results obtained are presented below. Classification Soils were visually classified with respect to the Unified Soil Classification System (U.S.C.S.) in general accordance with ASTM D 2487 and D 2488. The soil classifications of the onsite soils are provided on the Test Pit and Hand-Auger Boring Logs in Appendix B. Moisture-Density Relations Thefield moisture contents and dry unitweights were determined for relatively undisturbed samples of site earth materials 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 Test Pit and Hand-Auger Boring Logs in Appendix B. Expansion Index A representative sample of near-surface site soils was evaluated for expansion potential. Expansion Index (E.l.) testing and expansion potential classification was performed in general accordance with ASTM Standard D 4829. The results of the expansion testing are presented in the following table. SAMPLE LOCATION EXPANSION INDEX EXPANSION POTENTIAL AND DEPTH (FT) TP-1 @ 1-3 & TP-2 @ 131/2 <5 Very Low (Composite) Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 14 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides GSI conducted sampling of onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in the following table: SAMPLE LOCATION SATURATED SOLUBLE SOLUBLE AND DEPTH (FT) pH RESISTIVITY SULFATES CHLORIDES (ohm-cm) (% by weight) (PPM) TP-1 @ 1-3 & TP-2 @ 1-31/2 6.91 1,600 0.0315 76 (Composite) Corrosion Summary Laboratory testing indicates that tested samples of the onsite soils are neutral with respect to soil acidity/alkalinity; are corrosive to exposed, buried metals when saturated; present negligible ("not applicable" or "SO" per American Concrete Institute [ACI] 318-14) sulfate exposure to concrete; and contain relatively low concentrations of soluble chlorides. GSI does not consult in the field of corrosion engineering. Thus, consultation from a qualified corrosion consultant may be considered based on the level of corrosion protection required for the project, as determined by the Project Architect, Structural Engineer, Civil Engineer, and Plumbing/Mechanical Engineers. On a preliminary basis, site soils are classified as "SO," "WO," and "Cl," per ACI (318-14). PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS Based on a review of our previous site work (GSI, 2002b and 2004), and our recent field exploration, laboratory testing, and geotechnical engineering analysis, it is our opinion that the subject site is suitable for the proposed residential development from a geotechnical engineering and geologic viewpoint, provided thatthe recommendations presented in the following sections are incorporated into the design and construction phases of site development. The primary geotechnical concerns with respect to the proposed development and improvements are: The presence of undocumented fills and the depth to competent bearing material below the existing grades. The presence of paleoliquefaction features within the very old paralic deposits, necessitating special foundation design for the proposed residential structure. On-going expansion and corrosion potential of site soils. Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.,O. 7279-A-SC June 9, 2017 Page 15 The highly cemented nature of the very old paralic deposits and its effect on planned excavations for retaining wall foundations or underground utilities. The proximity of a flexible retaining wall adjacent to the westerly property line and its effects on the proposed development. Erosiveness of site earth materials. Potential for perched water during and following site development. Perimeter conditions and planned improvements near the property boundary. Uniform support of building and retaining wall foundations. Excavations adjacent to existing improvements to remain in serviceable use. 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 verified 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. Soil engineering, observation, and testing services should be provided during grading to aid the contractor in removing unsuitable soils and in his effort to compact the fill. Geologic observations should be performed during any grading and foundation construction to verify and/orfurther evaluate geologic conditions. Although unlikely, if adverse geologic structures are encountered, supplemental recommendations and earthwork may be warranted. Undocumented artificial fill, weathered structural fills, and weathered very old paralic deposits are considered unsuitable for the support of the planned settlement- sensitive improvements (i.e., foundations, new slab-on-grade floors, walls, exterior hardscape, etc.) and new planned fills. Unsuitable soils within the influence of planned settlement-sensitive improvements and planned fill should be removed to expose unweathered very old paralic deposits and then be reused as properly engineered fill. Based on the available subsurface data, remedial grading excavations are anticipated to extend to depths of approximately 1 feet to 1 1/2 feet below existing grades. However, locally deeper remedial grading excavations cannot be precluded and should be anticipated. Francis APN 256-420-55, Carlsbad File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 16 In GSI (2002b and 2004), we identified paleoliquefaction features within the very old paralic deposits. These features are artifacts of ancient seismically-induced liquefaction, occurring prior to lithification of the very old paralic deposits, and do not present a current secondary seismic risk to the proposed development. However, due to density/permeability contrasts between these features and the intact very old paralic deposits, these features can act as conduits for subsurface water which could result in piping of fines and low magnitude settlement. Similar to GSI (2002b and 2004), we are recommending the use of post-tensioned (PT) foundations for support of the proposed residential structure. Expansion Index (E.l.) testing performed on a representative sample of near-finish grade soils performed at the conclusion of original grading (GSI, 2004) and this study, indicates very low expansive conditions (E.l. <5). On a preliminary basis, the onsite soils are considered non-detrimentally expansive and do not warrant special foundation design to resist the damaging shrink/swell effects of expansive soils. Corrosion testing performed on a representative sample of the onsite soils in conjuction with this update indicates site soils are neutral with respect to soil acidity/alkalinity; are corrosive to exposed, buried metals when saturated; present negligible ("not applicable" or "SO" per American Concrete Institute [ACI] 318-14) sulfate exposure to concrete; and contain non-detectable to relatively low concentrations of soluble chlorides. GSI does not consult in the field of corrosion engineering. Thus, consultation from a qualified corrosion consultant may be considered based on the level of corrosion protection required for the project, as determined by the Project Architect, Structural Engineer, Civil Engineer, and Plumbing/Mechanical Engineers. On a preliminary basis, site soils are classified as "SO," "WO," and "Cl," per ACI (318-14). Based on our past and recent site work, it is our opinion that the highly cemented nature of the unweathered very old paralic deposits will present excavation difficulties for any planned excavation extending into this earth material, especially if relatively light excavation equipment (i.e., mini-excavator or rubber-tire backhoe). Thus, rock breaking equipment such as a hoe-ram may be necessary to achieve planned excavation depths. Based on our current understanding of the proposed development and the recommendations contained herein, such equipment would likely be warranted to excavate the foundation for the proposed retaining wall along the westerly property line as well as the keyway for the new fill slope along the southerly property line. A segmental retaining wall occurs near the westerly property line. This type of wall system is flexible and subject to movement, which can lead to deformations within the backfilled area. To date, GSI has not been provided with engineering documents presenting the as-built condition of this wall. Thus, in order to reduce the potential for the proposed retaining wall along the westerly property line to Francis W.O.7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 17 experience settlement and distress, GSI recommends that the proposed retaining wall foundation extend through the surficial fill materials and be founded into the underlying very old paralic deposits. Geogrid reinforcements associated with the existing segmental wall should not be disturbed by the construction of the proposed retaining wall. Site soils are considered erosive. Surface drainage should be designed to eliminate the potential for concentrated flows, especially near slopes. Positive surface drainage away from foundations is recommended. Temporary erosion control measures should be implemented until vegetative covering is well established. The homeowner(s) will need to maintain proper surface drainage over the life of the project. No evidence of a high regional groundwater table nor perched water was observed during our subsurface exploration within the property. However, minor zones of saturated existing structural fill were observed at approximately 31/2 and 41/2 feet below the existing grades in Test Pit TP-2. Due to the nature of site earth materials, there is a potential for perched water to occur both during and following site development. This potential should be disclosed to all interested/affected parties. Should perched water conditions be encountered, this office could provide recommendations for mitigation. Typical mitigation includes subdrainage system, cut-off barriers, etc. The removal and recompaction of potentially compressible soils below a 1:1 (h:v) projection down from the bottom outside of planned settlement-sensitive improvements and fill along the perimeter of the site will be limited due to boundary restrictions. As such, any settlement-sensitive improvement located above a 1:1 (h:v) projection from the bottom outboard edge of the remedial grading excavation at the property line would require deepened foundations below this plane, additional reinforcement, or would retain some potential for distress and therefore, a reduced serviceable life. On a preliminary basis, any planned settlement-sensitive improvements located within approximately 1 foot to 11/2 feet from the property lines would require deepened foundations or additional reinforcement by means of ground improvement or specific structural design. Otherwise, these improvements would retain a potential to exhibit distress. This should be considered during project design. Owing to boundary restrictions and the proximity of a segmental retaining wall, it is recommended that the foundation for the proposed retaining wall, along the westerly property line, extend through the surf cial earth materials and be founded in. On a preliminary basis, temporary slopes should be constructed in accordance with CAL-OSHA guidelines for Type "B" soils (i.e., 1:1 [h:v] slope), provided running sands, water, or seepage is not present. All temporary slopes should be evaluated by the geotechnical consultant, prior to worker entry. Should adverse conditions be identified, the slope may need to be laid back to a flatter gradient or require the Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 Fi1e:e:\wp12\7200\7249a.pge GeoSods, Inc. Page 18 use of shoring. If the recommended temporary slopes conflict with property lines or existing improvements that need to remain in serviceable use, alternating slot excavations or shoring may be necessary. The site is subject to moderate to strong ground shaking should an earthquake occur along any of a number of the regional fault systems. 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 proposed structures will be repairable in the event of the design seismic event. This potential should be disclosed to any owners and all interested/affected parties. On a preliminary basis, the feasibility of stormwater infiltration at the subject site is considered very low, owing to the dense and highly cemented nature of the very old paralic deposits that occur in the near surface. If stormwater were to infiltrate, it would most likely perch upon the very old paralic deposits and migrate laterally. This may have detrimental effects on onsite and offsite improvements, including utility trench backfill, and may cause distress to such. General Earthwork and Grading Guidelines are provided at the end of this report as Appendix E. Specific recommendations are provided below. EARTHWORK CONSTRUCTION RECOMMENDATIONS General All earthwork should conform to the guidelines presented in the 2016 CBC (CBSC, 2016), the requirements of the City of Carlsbad, and the General Earthwork and Grading Guidelines presented in Appendix E, except where specifically superceded in the text of this report. Prior to earthwork, a GSI representative should be present at the preconstruction meeting to provide additional earthwork guidelines, if needed, and review the earthwork schedule. This office should be notified in advance of any fill placement, supplemental regrading of the site, or backfilling underground utilitytrenches and retaining walls after rough earthwork has been completed. This includes grading for driveway approaches, driveways, and exterior hardscape. 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. If 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 Francis APN 256-420-55, Carlsbad File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 19 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. Site Preparation All existing improvements, vegetation and deleterious debris should be removed from the site prior to the start of construction if they are located in areas of proposed earthwork. Any remaining cavities should be observed by the geotechnical consultant. Mitigation of cavities would likely include removing any potentially compressible soils to expose unweathered very old paralic deposits and then backfilling the excavation with a controlled engineered fill or soils that have been moisture conditioned to optimum moisture content and compacted to at least 90 percent of the laboratory standard (ASTM D 1557). Removal and Recompaction of Potentially Compressible Earth Materials Potentially compressible undocumented fill, weathered structural fill, and weathered very old paralic deposits should be removed to expose either unweathered old paralic deposits. This includes the undocumented fill exposed along the westerly facing slope, if not removed during the construction of the backcut for the proposed retaining wall in this area. The removed soils may be reused as structural fill, provided that it is cleaned of any organic matter and deleterious debris. Based on the available subsurface data, excavations necessary to remove unsuitable soils are anticipated to range between approximately 1 and 1 1/2 feet below existing grades. The potential to encounter localized thicker sections of unsuitable soils that require deeper remedial grading excavations, than stated above, cannot be precluded and should be anticipated. Potentially compressible soils should be removed below a 1:1 (h:v) projection down from the bottom, outboard edge of any settlement-sensitive improvement or limits of planned fill where not limited by property lines and existing improvements that need to remain in serviceable use. Remedial grading excavations should be observed by the geotechnical consultant prior to scarification and fill placement. Once observed and approved, the bottom of the remedial grading excavation should be scarified at least 6 to 8 inches, moisture conditioned to at least the soil's optimum moisture content, and then recompacted to a minimum 90 percent of the laboratory standard (ASTM D 1557). Alternating Slot Excavations Alternating (A, B, and C) slot excavations should be performed when conducting remedial earthwork adjacent to property lines and existing improvements that need to remain in serviceable use so as to not cause damage to offsite property or improvements. Slot excavations should be a maximum of 6 feet in width. Multiple slots may be simultaneously excavated provided that open slots are separated by at least 12 feet of approved engineered fill or undisturbed soils. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 20 Perimeter Conditions It should be noted that the 2016 CBC (CBSC, 2016) indicates that removals of unsuitable soils be performed across all areas to be graded, under the purview of the grading permit, not just within the influence of the proposed residential structure. 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 or offsite. In general, any planned improvement located above a 1:1 (h:v) projection up from the bottom, outboard edge of the remedial grading excavation at the property boundary would be affected by perimeter conditions. On a preliminary basis, any planned settlement-sensitive improvements located within approximately 1 feet and 11/2 feet from the property lines would require deepened foundations or additional reinforcement by means of ground improvement or specific structural design, for perimeter conditions discussed above. Otherwise these improvements may be subject to distress and a reduced serviceable life span. This will also require proper disclosure to any owners and all interested/affected parties should this condition exist at the conclusion of grading. Overexcavation Due to the thickness of the existing structural fill within the lot, overexcavation to mitigate fill/very old paralic deposit transitions or unbalanced structural fill thicknesses is not anticipated. Structural Fill Placement Following scarification of the bottom of the remedial grading excavation, the reused onsite soils and import (if necessary) should be placed in ±6- to ±8-inch lifts, cleaned of vegetation and debris, moisture conditioned to at least the soil's optimum moisture content, and compacted to achieve a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557). Field density testing should be performed by the geotechnical consultant during structural fill placement. Keyways should be provided at the toes of all proposed fill slopes. Owing to the relatively small height of the proposed fill slopes, the keyway excavations should have a minimum width of 8 feet and extend at least 1 foot into unweathered very old paralic deposits along the toe. The bottom of the keyway should slope toward the heel (minimum 2 percent slope). Benching should be provided on all surfaces steeper than 5:1 (h:v) prior to fill placement. Import Soils If import fill is necessary, a sample of the soil import should be evaluated by this office prior to importing, in order to assure compatibility with the onsite soils and the recommendations presented in this report. If non-manufactured materials are used, environmental documentation for the export site should be provided for GSI review. At least three business days of lead time should be allowed by builders or contractors for Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 21 proposed import submittals. This lead time will allow for environmental document review, particle size analysis, laboratory standard, expansion testing, and blended import/native characteristics as deemed necessary. Import soils should be non-detrimentally expansive (i.e., E.I. less than 21 and plasticity index [P.1.] less than 15). The use of subdrains at the bottom of the fill cap may be necessary, and may be subsequently recommended based on compatibility with onsite soils. Graded Slooe Construction General Graded cut and fill slopes are anticipated to be grossly and surficially stable provided the recommendations contained herein are properly implemented during construction and homeowner maintenance plans. Our opinion regarding graded slope stability assumes proper slope construction, normal rainfall, adequate vegetative covering, positive drainage away from the tops of slopes, and periodic maintenance by the homeowner(s) over the life of the project. Cut Slopes Cut slopes are not currently proposed. Fill Slopes Graded fill slopes should be properly keyed and benched, and be compacted to at least 90 percent relative compaction throughout, including the slope face. Compaction at the slope face may be achieved by either overbuilding and trimming back fill slopes or back-rolling fill slopes with compaction equipment every 4 vertical feet. Fill materials used in fill slope construction should have a minimum cohesion (C) of 200 and a minimum friction angle () of 29 degrees. This may require some blending of the onsite materials or the use of import. If not removed during the construction of the backcut for the proposed retaining wall along the westerly property line, the undocumented fill along portions of the existing westerly facing fill slope should be removed. The slope should then be rebuilt to gradients no steeper than 2:1 (h:v). Benching into suitable structural fills should be undertaken during slope reconstruction. The minimum height and width of the benches should be 2 and 4 feet, respectively. If the proposed retaining wall along the toe of the westerly facing fill slope will not be constructed, the removed areas of the toe of this slope should be restored, following the remedial earthwork recommendations previously provided. Other Considerations Regarding Graded Slopes Graded slopes should receive a deep-rooted, drought tolerant vegetative covering immediately following construction. In the interim between construction and the Francis APN 256-420-55, Carlsbad File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 22 establishment of landscape cover, the graded slopes should receive City-approved erosion control devices. The owner should consider the use of drip-system irrigation with moisture sensors on all graded slopes. Surface drainage should be directed away from the tops of graded slopes. Conveyance of surface runoff along the toe of slopes should be avoided or transported in lined swales or through piping. Storage or infiltration of surface runoff along the toe of slopes should be avoided. The homeowner should periodically review the condition of graded slopes and correct any deficiencies as soon as possible. If requested, this office can provide additional consultation regarding the maintenance of graded slopes. 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, provided water or seepage and/or running sands are not present. Temporary slopes, up to a maximum height of ±20 feet, may be excavated at 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 of the 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 adverse conditions are exposed or if temporary slopes conflict with property boundaries, or existing improvements that need to remain in serviceable use, 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 and during site earthwork. Excavation Observation and Monitoring (All Excavations) When excavations are made adjacent to an existing improvement (i.e., utility, wall, road, building, etc.) there is a risk of some damage even if a well designed system of excavation is planned and executed. We recommend, therefore, that a systematic program of observations be made before, during, and after construction to determine the effects (if any) of construction on existing improvements. We believe that this is necessary for two reasons: First, if excessive movements (i.e., more than ½-inch) are detected early enough, remedial measures can be taken which could possibly prevent serious damage to existing improvements. Second, the responsibility for damage to the existing improvement can be determined more equitably if the cause and extent of the damage can be determined more precisely. Francis APN 256-420-55, Carlsbad FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 23 Monitoring should include the measurement of any horizontal and vertical movements of the existing structures/improvements. Locations and type of the monitoring devices should be selected prior to the start of construction. The program of monitoring should be agreed upon between the project team, the site surveyor and the Geotechnical Engineer-of-Record, prior to excavation. Reference points on existing walls, buildings, and other settlement-sensitive improvements. These points should be placed as low as possible on the wall and building adjacent to the excavation. Exact locations may be dictated by critical points, such as bearing walls or columns for buildings; and surface points on roadways or curbs near the top of the excavation. For a survey monitoring system, an accuracy of a least 0.01 foot should be required. Reference points should be installed and read initially prior to excavation. The readings should continue until all construction below ground has been completed and the permanent backfill has been brought to final grade. The frequency of readings will depend upon the results of previous readings and the rate of construction. Weekly readings could be assumed throughout the duration of construction with daily readings during rapid excavation nearthe bottom of the excavation. The reading should be plotted by the Surveyor and then reviewed by the Geotechnical Engineer. In addition to the monitoring system, it would be prudent for the Geotechnical Engineer and the Contractor to make a complete inspection of the existing structures both before and after construction. The inspection should be directed toward detecting any signs of damage, particularly those caused by settlement. Pre-construction notes should be made and photographs or video recordings should be taken where necessary. Observation It is recommended that all excavations be observed by the Geologist and/or Geotechnical Engineer. Any fill which is placed should be approved, tested, and verified if used for engineered purposes. Should the observation reveal any unforseen hazard, the Geologist or Geotechnical Engineer will recommend treatment. Please inform GSI at least 24 hours prior to any required site observation. Earthwork Balance (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 Fill and Weathered Structural Fill ............10% to 20% shrinkage Weathered Very Old Paralic Deposits ................2% to 3% shrinkage or bulking Unweathered Very Old Paralic Deposits ........................2% to 3% bulking Francis - W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 24 It should be noted that the above factors are estimates only, based on preliminary data. The undocumented fill, weathered structural fill, and weathered very old paralic deposits may achieve higher shrinkage if organics or clay content is higher than anticipated, if a high degree of porosity is encountered, or if compaction averages more than 92 percent of the laboratory standard (ASTM D 1557). In addition, due to extensive rodent burrowing, higher shrinkage maybe encountered. 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 RECOMMENDATIONS -FOUNDATIONS General Preliminary recommendations for foundation design and construction are provided in the following sections. These preliminary recommendations have been developed from our understanding of the currently planned site development and our review of previous site work (GSI, 2002b and 2004). In addition, these recommendations have been developed from our recent site observations, subsurface exploration, laboratory testing, and engineering analyses. Foundation design should be re-evaluated at the conclusion of site grading/remedial earthwork for the as-graded soil conditions. Although not anticipated, revisions to these recommendations may be necessary. 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 residence 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. The preliminary geotechnical data indicates the subject site is underlain by very low expansive soils (E.l. of 20 or less) and a P.I. less than 15. As indicated in GSI (2002b and 2004), we identified the presence of paleoliquefaction features within the very old paralic deposits. These features are the product of ancient seismically-induced liquefaction, occurring prior to lithification of the very old paralic deposits, and do not present a current secondary seismic risk to the proposed development. However, due to density/permeability contrasts between these features and the intact very old paralic deposits, these features can act as conduits for subsurface water which could result in piping of fines and low magnitude settlement. Thus, we recommended the use of post- tensioned (PT) foundations in GSI (2002a and 2004) for support of residential structures. Updated recommendations for PT slab foundations underlain by very low to low expansive Francis APN 256-42C-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 25 soil conditions are provided herein. Foundations for the residential structure should be supported by approved structural fill observed and tested by this office. Post-Tensioned Foundation Systems Post-tensioned (PT) foundations should be used to support the proposed residential structure, owing to the presence of paleoliquefaction features within the very old paralic deposits. The PT foundation designer may elect to exceed the minimal recommendations, provided herein, to increase slab stiffness performance. Post-tension (PT) foundation design may be either ribbed or mat-type. The latter is also referred to as uniform thickness foundation (UTF). The use of a UTF is an alternative to the traditional ribbed-type. The UTF offers a reduction in grade beams. That is to say a UTE typically uses a single perimeter grade beam and possible "shovel" footings, but has a thicker slab than the ribbed-type. The information and recommendations presented in this section are not meant to supercede design by a registered structural engineer or civil engineer qualified to perform post-tensioned design. Post-tensioned foundations should be designed using sound engineering practice and be in accordance with local and 2016 CBC requirements. Upon request, GSI can provide additional data/consultation regarding soil parameters as related to post-tensioned foundation design. From a soil expansion/shrinkage standpoint, a common contributing factor to distress of structures using post-tensioned slabs is a "dishing" or "arching" of the slabs. This is caused by the fluctuation of moisture content in the soils below the perimeter of the slab primarily due to onsite and offsite irrigation practices, climatic and seasonal changes, and the presence of expansive soils. When the soil environment surrounding the exterior of the slab has a higher moisture content than the area beneath the slab, moisture tends to migrate inward, underneath the slab edges to a distance beyond the slab edges referred to as the moisture variation distance. When this migration of water occurs, the volume of the soils beneath the slab edges expands and causes the slab edges to lift in response. This is referred to as an edge-lift condition. Conversely, when the outside soil environment is drier, the moisture transmission regime is reversed and the soils underneath the slab edges lose their moisture and shrink. This process leads to dropping of the slab at the edges, which leads to what is commonly referred to as the center lift condition. A well-designed, post-tensioned slab having sufficient stiffness and rigidity provides a resistance to excessive bending that results from non-uniform swelling and shrinking slab subgrade soils, particularly within the moisture variation distance, near the slab edges. Other mitigation techniques typically used in conjunction with post-tensioned slabs consist of a combination of specific soil pre-saturation and the construction of a perimeter "cut-off wall grade beam. Soil pre-saturation consists of moisture conditioning the slab subgrade soils prior to the post-tension slab construction. This effectively reduces soil moisture migration from the area located outside the building toward the soils underlying the post-tension slab. Perimeter cut-off walls are thickened edges of the concrete slab that impedes both outward and inward soil moisture migration. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 26 Slab Subgrade Pre-Soaking Specific geotechnical testing to evaluate the pre-moistening of the slab subgrade soil is not required for very low to low expansive soil conditions. However, the contractor should pre- moisten the slab subgrade to a depth of 12 inches prior to the placement of the slab underlayment section. Perimeter Cut-Off Walls/Beams Perimeter cut-off walls/beams should be at least 12 inches deep for very low to low expansive soil conditions. The cut-off walls/beams should be integrated into the slab design. The cut-off walls/beams should be a minimum of 6 inches thick (wide). The bottom of the perimeter cut-off wall/beam should be designed to resist tension, using cable or reinforcement per the structural engineer. Post-Tensioned Foundation Design The following recommendations for design of post-tensioned slabs have been prepared in general compliance with the requirements of the recent Post Tensioning Institute's (PTI's) publication titled "Design of Post-Tensioned Slabs on Ground, Third Edition" (PTI, 2004), together with it's subsequent addendums and errata (PTl; 2008, 2012, 2013, and 2014). Soil Support Parameters The recommendations for soil support parameters have been provided based on the typical soil index properties for soils that are very low to low in expansion potential. The soil index properties are typically the upper bound values based on our experience and practice in the southern California area. Additional testing is recommended following grading, and prior to foundation construction to further evaluate the expansive properties of the finish grade soils. The following table presents suggested minimum coefficients to be used in the Post-Tensioning Institute design method. Thornthwaite Moisture Index -20 inches/year Correction Factor for Irrigation 20 inches/year Depth to Constant Soil Suction 7 feet or overexcavation depth to bedrock Constant soil Suction (pf) 3.6 Moisture Velocity 0.7 inches/month Effective Plasticity Index (P. 1.) 15-25 Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 27 Based on the above, the recommended soil support parameters are tabulated below: DESIGN PARAMETERS J VERY LOW TO LOW EXPANSION em center lift 9.0 feet em edge lift 5.2 feet Ym center lift 0.4 inches Ym edge lift 0.7 inch Bearing Value (1) 1,000 psf Lateral Pressure 250 psf Coefficient of Friction 0.35 (multiplied by the dead load) Subgrade Modulus (k) 100 pci/inch Minimum Perimeter 12 inches (2) Footing Embedment Minimum Slab Thickness 5 inches Internal bearing values within the perimeter of the post-tension slab may be increased to 1,500 psf for a minimum embedment of 12 inches, then by 20 percent for each additional foot of embedment to a maximum of 2,500 psf. (2)As measured below the lowest adjacent compacted subgrade surface without landscape layer or sand underlayment. Note: The use of open bottomed raised planters adjacent to foundations will require more onerous design parameters. The parameters are considered minimums and may not be adequate to represent all expansive soils and site conditions such as adverse drainage and/or improper landscaping and maintenance. The above parameters are applicable provided the structure has positive drainage that is maintained away from the structure. In addition, no trees with significant root systems are to be planted within 15 feet of the perimeter of foundations. Therefore, it is important that information regarding drainage, site maintenance, trees, settlements, and effects of expansive soils be passed on to future all interested/affected parties. The values tabulated above may not be appropriate to account for possible differential settlement of the slab due to other factors, such as excessive settlements. If a stiffer slab is desired, alternative Post-Tensioning Institute ([P11] third edition) parameters may be recommended. All exterior columns not supported by the post-tensioned foundation should be supported by 24 square inch isolated footings extending at least 24 inches into approved engineered fill.. Exterior column footings should be tied to the post-tensioned foundation with 12 square inch, reinforced grade beams in at least one direction. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 28 PT Foundation Setbacks All footing setbacks from slopes should comply with Figure 1808.7.1 of the 2016 CBC. GSl recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the perimeter beam to the slope face. Foundations should also extend below a 1:1 (h:v) projection up from the bottom outside edge of remedial grading excavations. Foundation Settlement Provided that the earthwork and foundation recommendations in this report are adhered, foundations bearing on approved engineered fill overlying dense unweathered very old paralic deposits should be minimally designed to accommodate a total settlement of 11/2 inches and a differential settlement of 3/4-inch over a 40-foot horizontal span (angular distortion = 1/640). 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, 2017). These recommendations maybe 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 of time 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.I. 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: Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 29 Concrete slabs, including garages, should be thicker than 5 inches. Concrete slab underlayrnent should consist of a 15-mil vapor retarder, or equivalent, with all laps sealed per the 2016 CBC and the manufacturer's recommendation. The vapor retarder should comply with the ASTM E 1745 - Class A criteria (i.e., Stego Wrap or approved equivalent), and be installed in accordance with ACI 302.1R-04 and ASTM E 1643. The 15-mil vapor retarder (ASTM E 1745 - Class A) shall be installed per the recommendations of the manufacturer, including all penetrations (i.e., pipe, ducting, rebar, etc.). Concrete slabs, including the garage areas, should be underlain by 2 inches of clean, washed sand (SE > 30) above a 15-mil vapor retarder (ASTM E-1745 - Class A, per Engineering Bulletin 119 [Kanare, 2005]) installed per the recommendations of the 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 302.1R-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. For very low expansive soil conditions, the vapor retarder should 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. The underlying 2-inch sand layer may be omitted provided testing indicates the SE of the slab subgrades soils is greater than or equal to 30. 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 Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 30 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. The homeowner should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which areas are not suitable for these types of flooring applications. In all planned floor areas, flooring shalt be installed per the 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 of the mitigation, some limited moisture/moisture vapor transmission through the slab cannot be entirely precluded and 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 of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundation or improvement. The vapor retarder contractor should have representatives onsite during the initial installation. SITE RETAINING WALL DESIGN PARAMETERS General It is our understanding that the project includes the construction of one (1) site retaining wall, near the westerly property boundary. Recommendations for the design and construction of conventional masonry retaining walls are included herein. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Conventional Retaininci Walls The design parameters provided below assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials with an expansion index up to 20 are used to backfill any retaining wall. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. It is unlikely that the onsite earth materials qualify as select backfill. This should be considered in the design and construction of site retaining walls. The use of waterproofing should be considered for site retaining walls in order to reduce the potential for efflorescence staining at the face. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 31 Preliminary Retaining Wall Foundation Design Preliminary foundation design for retaining walls should incorporate the following recommendations: Minimum Footing Embedment - As previously stated, in order to reduce the potential for retaining wall distress due to deformations occurring within the nearby existing segmental retaining wall system that lacks as-built engineering documentation, GSI recommends that the footing for the proposed retaining wall extend through the surficial earth materials and be founded at least 12 inches into the underlying unweathered very old paralic deposits. Rather than a deepened footing, the wall designer should consider the use of a thickened footing that extends from the planned bottom-of-wall elevation to 12 inches into unweathered very old paralic deposits. This will help to reduce overall wall heights and assist with the wall subdrainage recommended herein. Minimum Footing Width - 24 inches Allowable Bearing Pressure - An allowable bearing pressure of 2,500 pcf may be used in the preliminary design of retaining wall foundations provided thatthefooting maintains a minimum width of 24 inches and minimally extends at least 12 inches into unweathered very old paralic deposits. This pressure may be increased by one-third for short-term wind and/or seismic loads. Passive Earth Pressure - A passive earth pressure of 250 pcf with a maximum earth pressure of 2,500 psf may be used in the preliminary design of retaining wall foundations provided the foundation is embedded into very low expansive, unweathered very old paralic deposits. Lateral Sliding Resistance - A 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. Backf ill Soil Density - Soil densities ranging between 110 pcf and 115 pcf may be used in the design of retaining wall foundations. This assumes an average engineered fill compaction of at least 90 percent of the laboratory standard (ASTM D 1557). Additional Design Considerations Any retaining wall footings near the perimeter of the site will likely need to be deepened into unweathered very old paralic deposits for adequate vertical and lateral bearing support. All retaining wall footing setbacks from slopes should Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 32 comply with Figure 1808.7.1 of the 2016 CBC. GSI recommends a minimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the footing to the slope face. The wall designer should evaluate if the proposed retaining wall would surcharge the existing segmental retaining wall. Should this be the case, the foundation for the proposed retaining wall will need to extend below a 1:1 (h:v) plane projected up from the heel of the segmental retaining wall. 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 pcf 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 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 County of San Diego regional standard design. Active earth pressure may be used for retaining wall design, provided the top of the 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 specific 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 configurations are finalized, the appropriate loading conditions for superimposed loads can be provided upon request. For preliminary planning purposes, the structural consultant/wall designer should incorporate the surcharge of traffic on the back of retaining walls where vehicular traffic could occur within horizontal distance "H" from the back of the retaining wall (where "H" equals the wall height). The traffic surcharge may be taken as 100 psf/ft in the upper feet of backfill for light truck and cars traffic. This does not include the surcharge of parked vehicles which should be evaluated at a higher surcharge to account for the effects of seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls are provided in the following table: Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 33 SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL:VERTICAL) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BACKFILL)2 EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL)(3) Level(') 38 1 50 1 2tol 55 65 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, where H is the height of the wall. SE > 30, P.1. < 15, E.I. < 21, and < 10% passing No. 200 sieve. E.I. = 0 to 50, SE >30, P.1. < 15, E.I. < 21, and < 15% passing No. 200 sieve. Seismic Surcharge For retaining walls incorporated into the residence, site retaining walls with more than 6 feet of retained materials as measured vertically from the bottom of the wall footing at the heel to daylight, or retaining walls that could present ingress/egress constraints in the event of failure, GSI recommends that the walls be evaluated for seismic surcharge in general accordance with 2016 CBC requirements. The retaining 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 restrained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. For cantilevered walls, a seismic increment of 15H should be applied as an inverted triangular pressure distribution from 0.6H from the bottom of the footing to the top of the wall. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. Please note this is for local wall stability only. 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 450 - /2 plane away from the back of the wall. The 15H seismic surcharge is derived from the formula: Ph - 3/8 • a' yH Where: Ph = Seismic increment ah = Probabilistic horizontal site acceleration with a percentage of = Total unit weight (120 to 125 pcf for site soils @ 95% relative compaction). H = Height of the wall from the bottom of the footing or point of pile fixity. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 34 Retaining Wall Backfill 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 backdrainage options discussed below. Backdrains should consist of a 4-inch diameter perforated PVC or ABS pipe encased in either Class 2 permeable filter material or 3/4-inch to 1 1/2-inch gravel wrapped in approved filter fabric (Mirafi 140 or equivalent). The backdrain should flow via gravity (minimum 1 percent fall) toward an approved drainage facility. For select backfill, the filter material should extend a minimum of 1 horizontal foot behind the base of the walls and upward at least 1 foot. For native backfill that has up to E.I. = 20, 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 expansion index (E. 1.) 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). Retaining wall backfill should be moisture conditioned to 1.1 to 1.2 times the soil's optimum moisture content, placed in relatively thin lifts, and compacted to at least 90 percent of the laboratory standard (ASTM D 1557). 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 outlets, one on each end. The use of weep holes, only, in walls higher than 2 feet, is not recommended. The surface of the backfill should be sealed by pavement or the top 18 inches compacted with native soil (E.I. ~ 50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Wall/Retaining Wall Footing Transitions Site walls are anticipated to be founded on footings designed in accordance with the recommendations in this report. Should wall footings transition from cut to fill, the civil designer may specify either: A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. 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 of the transition may be accommodated. Expansion joints should be placed no greater than 20 feet on-center, in accordance with the structural DETAIL Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 35 (1) Waterproofing membrane CMUor reinforced-concrete wall Structural footing or settlement-sensitive improvement Proposed grade sloped to drain per precise civil drawings (5) Weep hole Footing and wall design by others ,i— Provide surface drainage via an / engineered V-ditch (see civil plans for details) 21 NO slope (2) Gravel (11 FiIfr la b1h Native backfill :• (4 ie .1:.... 1:1 NO or flatter backcut to be properly benched (6) Footing Waterproofing membrane. Gravel: Clean, crushed, 3/4 to 13 inch. Fitter fabric: Mirafi 140N or approved equivalent. 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). 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. 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. I G4 RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 (1) Waterproofing membrane (optional) CMU or reinforced-concrete wall (5) Weep Proposed grade sloped to drain per precise civil drawings \- Footing and wall design by others Native backfill 4 •• Structural footing or settlement-sensitive improvement Provide surface drainage via engineered V-ditch (see civil plan details) 2 2:1 NO slope 7. Composite Filter ,< : 1:1 NO or flatter - backcut to be - properly benched (6) 1 cubic foot of 3/4-inch crushed rock (7) Footing Waterproofing membrane (optional): Liquid boot or approved mastic equivalent. 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). Filler fabric: Mirafi 140N or approved equivalent; place fabric flap behind core. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). 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. Gravel: Clean, crushed, % to 1Y inch. 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. IG4)c. I RETAINING WALL DETAIL— ALTERNATIVE B I Detail 2 (1) Waterproofing membrane CMUor reinforced-concrete wall - Structural footing or settlement-sensitive improvement - Provide surface drainage or level. 2 21 NO slope ( ±12 inches (5) Weep hole - H Proposed grade / sloped to drain / per precise civil Proposed Footing and wall design by others (8) Native backfill (6) Clean sand backfill 1:1 NO or flatter backcut to be properly benched (3) Filter fabric (2) Gravel He (4) Pipe width (7) Footing Waterproofing membrane: Liquid boot or approved masticequivalent. Gravel: Clean, crushed, 3/4 to 13 inch. Filter fabric: Mirafi 140N or approved equivalent. Pipe: 4-inch-diameter perforated PVC, Schedule 40, or approved alternative with minimum of 1 percent gradient to proper outlet point (perforations down). 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. Clean sand backfill: Must have sand equivalent value (S.E.) of 35 or greater; can be densltied by water jetting upon approval by geotechnical engineer. 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. Native backfill: If E.I. <21 and S.E. >35 then all sand requirements also may not be required and will be reviewed by the geotechnical consultant. G4#@Apc. I RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 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 formational 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 Although unlikely, some soils at the site may be expansive and therefore, may become desiccated when allowed to dry. 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 of the proposed improvements. The dessication/swell ing and creep discussed above continues over the life of the improvements, and generally becomes progressively worse. Accordingly, the developer should provide this information to all interested/affected parties. Top of Slope Walls/Fences Due to the potential for slope creep for slopes higher than about 10 feet, some settlement and tilting of the 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 a combination of grade beam and caisson foundations 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 Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 39 below the bottom of the 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 of the 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: 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. Point of Fixity: Passive Resistance: 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 of the creep prone zone above the point of fixity, to passive resistance, should be disregarded. Allowable Axial Capacity: Shaft capacity: 350 psf applied below the point of fixity over the surface area of the shaft. Tip capacity: 4,000 psf. DRIVEWAY, FLATWORK, AND OTHER IMPROVEMENTS Although not necessarily anticipated, some of the onsite soil materials may be expansive. The effects of expansive soils are cumulative, and typically occur over the lifetime of any improvements. On relatively level areas, when the soils are allowed to dry, the dessication and swelling process tends to cause heaving and distress to flatwork and other improvements. The resulting potential for distress to improvements may be reduced, but not totally eliminated. To that end, it is recommended that the developer should notify any homeowners of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 40 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 elevation. If very low expansive soils are present, only optimum moisture content, or greater, is required and specific presoaking is not warranted. The moisture content of the subgrade should be proof tested within 72 hours prior to pouring concrete. Mitigation of any potentially compressible soils within the influence of the hardscape should be performed prior to subgrade preparation. 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. Exterior concrete slabs should be a minimum of 4 inches thick. Driveway slabs and approaches should additionally have a thickened edge (12 inches) adjacent to all landscape areas and pervious pavements, to help impede infiltration of landscape water under the slab. 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. 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.I. :!~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, ½ to 3/ inches deep, often enough so that no section 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. 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. Francis APN 256-420-55, Carlsbad File: e:\wpl2\7200\7249a. pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 41 Driveways, sidewalks, and patio slabs adjacent to the residential structure should be separated from the building 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. Planters and walls should not be tied to the house. Overhang structures should be supported on the slabs, or structurally designed with continuous footings tied in at least two directions. If very low expansion soils are present, footings need only be tied in one direction. 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. Utilities should be enclosed within a closed utilidor (vault) or designed with flexible connections to accommodate differential settlement and expansive soil conditions. Positive site drainage should be maintained at all times. Finish grade on the property should provide a minimum of 1 to 2 percent fall to the street, as indicated herein or conform to Section 1804.3 of the 2016 CBC (whichever is more conservative). It 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. 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. A/C waste water lines should be drained to a suitable non-erosive outlet. Shrinkage cracks could become excessive if proper finishing 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. ONSITE INFILTRATION-RUNOFF RETENTION SYSTEMS General GSI is currently unaware if the proposed project qualifies as a Priority Development Project (PDP). Thus, it is currently unknown if permanent storm water Best Management Practices (BMPs) or Low Impact Development (LID) principles are required. If permanent storm water BMPs/LlDs are mandated by the controlling authorities, some guidelines Francis APN 256-420-55, Carlsbad File: e:\wpl 2\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 42 should/must be followed in the planning, design, and construction of such systems. Such facilities, if improperly designed or implemented without consideration of the geotechnical aspects of site conditions, can contribute to flooding, saturation of bearing materials beneath site improvements, slope instability, and possible concentration and contribution of pollutants into the groundwater or storm drain and/or utility trench systems. The following geotechnical guidelines should be considered when designing onsite infiltration-runoff retention systems: According to the United States Department of Agriculture/National Resources Conservation Service (USDA/NRCS) web soil survey (https://websoilsurvey.sc.egov. usda.gov/App/WebSoilSurvey.aspx), the subject site is underlain by the Chesterton fine sandy loam, 5 to 9 percent slopes. The USDA/NRCS indicates the capacity of the most limiting layer to transmit water is very low (0.00 inches per hour) and the Hydrologic Soil Group (HSG) for this mapped soil unit is "D". HSG D soils are generally not compatible with infiltration facilities. The observed highly cemented nature of the very old paralic deposits corroborates the USDA/NRCS findings. It is our opinion that if an infiltration BMP/LID were to be used for permanent storm water treatment, the infiltrated water would perch upon the very old paralic deposits, and then migrate laterally. This could have damaging repercussions to both onsite and offsite improvements, including private and public underground utilities. Therefore, all storm water treatment should occur within lined bio-retention basins or another type of contained system. Impermeable liners and subdrains should be used along the bottom of bio-retention swales/basins. Impermeable liners should consist of a 30-mil polyvinyl chloride (PVC) membrane with the following properties: Specific Gravity (ASTM D792): 1.2 (g/cc, mm.); Tensile (ASTM D882): 73 (lb/in-width, mm); Elongation at Break (ASTM D882): 380 (%, mm); Modulus (ASTM D882): 30 (lb/in-width, mm.); and Tear Strength (ASTM D1004): 8 (lb/in, mm); Seam Shear Strength (ASTM D882) 58.4 (lb/in, mm); Seam Peel Strength (ASTM D882) 15 (lb/in, mm). Subdrains should consist of at least 4-inch diameter Schedule 40 or SDR 35 drain pipe with perforations oriented down. The drain pipe should be sleeved with a filter sock. If landscaping is proposed within the bio-retention basin, consideration should be given to the type of vegetation chosen and their potential effect upon subsurface improvements (i.e., some trees/shrubs will have an effect on subsurface improvements with their extensive root systems). Over-watering landscape areas above, or adjacent to, the proposed bio-retention basin could adversely affect performance of the system. Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\72D0\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 43 Areas adjacent to, or within, the bio-retention basin that are subject to inundation should be properly protected against scouring, undermining, and erosion, in accordance with the recommendations of the design engineer. Seismic shaking may result in the formation of a seiche which could potential overtop the banks of the bioretention basin and result in down-gradient flooding and scour. As with any storm water LID/BMP, proper care will need to be provided. Best management practices should be followed at all times, especially during inclement weather. Provisions for the management of any siltation, debris within the OIRRS, and/or overgrown vegetation (including root systems) should be considered. An appropriate inspection schedule will need to adopted and provided to all interested/affected parties. Any designed system will require regular and periodic maintenance, which may include rehabilitation and/or complete replacement of the filter media (e.g., sand, gravel, filter fabrics, topsoils, mulch, etc.) or other components utilized in construction, so that the design life exceeds 15 years. Due to the potential for piping and adverse seepage conditions, a burrowing rodent control program should also be implemented onsite. All or portions of these systems may be considered attractive nuisances. Thus, consideration of the effects of, or potential for, vandalism should be addressed. Newly established vegetation/landscaping (including phreatophytes) may have root systems that will influence the performance of the bio-retention basin. The potential for surface flooding, in the case of system blockage, should be evaluated by the design engineer. Any proposed utility backfill materials (i.e., inlet/outlet piping and/or other subsurface utilities) located within or near the proposed area of the bio-retention basin may become saturated. This is due to the potential for piping, water migration, and/or seepage along the utility trench line backfill. If utility trenches cross and/or are proposed near the bio-retention basin, cut-off walls or other water barriers will need to be installed to mitigate the potential for piping and excess water entering the utility backfill materials. Planned or existing utilities may also be subject to piping of fines into open-graded gravel backfill layers unless separated from the overlying or adjoining bio-retention basin by geotextiles and/or slurry backfill. The use of storm water LID/BMPs above existing utilities that might degrade/corrode with the introduction of water/seepage should be avoided. Francis W.O. 7279-A-SC APN 256-420-55 Carlsbad June 9 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 44 A vector control program may be necessary as stagnant water contained in the bio- retention basin may attract mammals, birds, and insects that carry pathogens. DEVELOPMENT CRITERIA Slope Deformation Compacted fill slopes designed using customary factors-of-safety for gross or surficial stability and constructed in general accordance with the design specifications should be expected to undergo some differential vertical heave or settlement in combination 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 of the fill soils which results in slow downslope movement. This type of movement is expected to occur throughout the life of the slope, and is anticipated 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 rotation and differential settlement of improvements located within the creep zone. LFE occurs due to deep wetting from irrigation 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 of the fill's optimum 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 2016 CBC), positive structural separations (i.e., joints) between improvements, and stiffening and deepening of foundations. 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 ramifications of the above conditions, and recommendations for mitigation, 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 significantly 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 conditions. Graded 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 Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 45 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 recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Over-steepening of slopes should be avoided during building construction activities 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 consideration during fine grading, landscaping, and building construction. Therefore, care should be taken that future landscaping or construction 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, finish grade on the property should provide a minimum of 1 to 2 percent fall to the street or other approved areas, or conform to Section 1804.3 of the 2016 CBC (whichever is more conservative). Consideration should be given to avoiding construction of planters adjacent to the residential structure. 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 anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control 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. Landscape Maintenance Only the amount of irrigation 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, Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 46 closed-bottom type planters could be utilized. 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 irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration 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. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Gutters and Downspouts As previously discussed in the drainage section, the installation of gutters and downspouts should be considered to collect roof water that may otherwise 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 outlet, 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 anticipated to affect site development, provided that the recommendations contained in this report are incorporated into final design and construction 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 conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Site Improvements If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations 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 specific 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 of the site, Francis W.O. 7279-A-SC APN 256-420-55 Carlsbad June 9, 2017 FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Page 47 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 tile installer should consider installation 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 of this 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 construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the 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 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 [except as specifically superceded within the text of this report]), should be anticipated. All excavations should be observed by an engineering geologist or soil engineer from GSI, prior to workers entering the excavation 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 homeowner(s), etc., that may perform such work. Francis W.O. 7279-A-SC APN 256-420-55, Carlsbad June 9, 2017 File: e:\wpl2\7200\7249a.pge GeoSoils, Inc. Page 48 Utility Trench Backfill All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-inch to 18-inch) under-slab trenches, sand having a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place. Observation, probing and testing should be provided to evaluate the desired results. 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 backfill, 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. All trench excavations should conform to CAL-OSHA, state, and local safety codes. 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 footing or grade beam in accordance with the recommendations of the 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. During excavation, including remedial grading excavations and trenching for underground utilities, bio-retention basins, etc. During the placement of structural fills. During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. Francis APN 256-420-55, Carlsbad FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 49 Prior to pouring any slabs or flatwork, after presoaking/presaturation 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 backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. During any slope construction/repair. When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. When any homeowner improvements, such as flatwork, spas, pools, walls, etc., are constructed, prior to construction. A report of geotechnical observation 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 recommendations 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 foundation. 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 installation 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 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 Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 50 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. If the 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, foundation, 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 of the 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 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 of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. Francis APN 256-420-55, Carlsbad Fi1e:e:\wp12\7200\7249a.pge GeoSoils, Inc. W.O. 7279-A-SC June 9, 2017 Page 51 APPENDIX A REFERENCES GeoSoils, Inc. APPENDIX A REFERENCES American Concrete Institute, 2014, Building code requirements for structural concrete (ACI 318-14), and commentary (ACI 31813-14): reported by ACI Committee 318, dated September. American Concrete Institute (ACI) Committee 302, 2004, Guide for concrete floor and slab construction, ACI 302.1R-04, dated June. Allen, V., Connerton, A., and Carlson, C., 2011, Introduction to Infiltration Best Management Practices (BMP), Contech Construction Products, Inc., Professional Development Series, dated December. American Society for Testing and Materials (ASTM), 2003, Standard test method for infiltration rate of soils in field using double-ring infiltrometer, Designation D 3385-03, dated August. ,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, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2014, Supplement No. 2, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated September 18. 2013a, Expanded seismic commentary, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10 (included in third printing). 2013b, Errata No. 2, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. 2013c, Supplement No. 1, minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10, dated March 31. 2010a, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. 201 Ob, Structural design of interlocking concrete pavement for municipal streets and roadways, ASCE Standard 58-10. GeoSoils, Inc. Blake, Thomas F., 2000a, EQFAULT, A computer program for the estimation of peak horizontal acceleration 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 15, 2016, Windows 95/98 version. Bozorgnia, Y., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the SMlP99 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 Publication 42, interim revision. California Building Standards Commission, 2016, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2015 International Building Code, 2016 California Historical Building code, Title 24, Part 8, 2016 California Existing Building Code, Title 24, Part 10, and the 2015 International Existing Building Code. California Department of Water Resources, 1993, Division of Safety of Dams, Guidelines for the design and construction of small embankments dams, reprinted January. California Stormwater Quality Association (CASQA), 2003, Stormwater best management practice handbook, new development and redevelopment, dated January. County of San Diego, Department of Planning and Land Use, 2007, Low impact development (LID) handbook, stormwater management strategies, dated December 31. GeoSoils, Inc., 2004, Final compaction report of grading, Parcels 1 and 3, 6575 Black Rail Road, Carlsbad, San Diego County, California, W.O. 3460-B-SC, dated March 9. 2002a, Soil corrosivity test results, 6575 Black Rail Road, City of Carlsbad, San Diego County, California, W.O. 3460-Al-SC, dated December 20. 2002b, Preliminary geotechnical evaluation, 6575 Black Rail Road, proposed subdivision, Carlsbad, San Diego County, California, W.O. 3460-A-SC, dated November 27. Hydrologic Solutions, StormChamberlM installation brochure, pgs. 1 through 8, undated. Francis FiIe:e:\wpl2\7200\7249a.pge GeoSoils, Inc. Appendix A Page 2 Jennings, C.W., and Bryant, W.A., 2010, Fault activity map of California, scale 1:750,000, California Geological Survey, Geologic Data Map No. 6. Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. Kennedy, M.P., and Tan, 55., 2005, Geologic map of the Oceanside 30' by 60' quadrangle, California, regional map series, scale 1:100,000, California Geologic Survey and United States Geological Survey, www.conservation.ca.gov/ cgs/rghm/rgm/preliminary geologic maps.html Omega Engineering Consultants, 2012, Grading plans for: Rhodes property, sheet 4 of 5, 10-scale, Project No.: CDP 11-17, Drawing No. 469-2A, dated June 30. Romanoff, M., 1957, Underground corrosion, originally issued April 1. Seed, 2005, Evaluation and mitigation of soil liquefaction hazard "evaluation 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, 2017, Civil Code, Sections 895 et seq. State of California Department of Transportation, Division of Engineering Services, Materials Engineering, and Testing Services, Corrosion Technology Branch, 2003, Corrosion Guidelines, Version 1.0, dated September. United States Geological Survey, 2014, U.S. Seismic Design Maps, Earthquake Hazards Program, http://geohazards.usgs.gov/designmaps/us/application.php, updated June 23, 2014. United States Geological Survey, 1999, Encinitas quadrangle, San Diego County, California, 7.5 minute series, 1:24,000 scale. Francis FiIe:e:\wp12\7200\7249a.pge GeoSoils, Inc. Appendix A Page 3 APPENDIX B TEST PIT AND HAND-AUGER BORING LOGS GeoSoils, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Typical Names CRITERIA Symbols Well-graded gravels and gravel- CO GW _____ sand mixtures, little or no fines Standard Penetration Test > > c° - o Poorly graded gravels and Penetration Co GP gravel-sand mixtures, little or no Resistance N Relative U) 0 E 2 Z fines (blows/ft) Density Silty gravels gravel-sand-silt C'J z OR Za 0-4 Very loose GM mixtures ('DC j Ca 4-10 Loose GC Clayey gravels, gravel-sand-clay C mixtures 10-30 Medium Well-graded sands and gravelly Co 30 -50 Dense 0 Ce 0 — G) Co SW sands, little or no fines o > 0 C (1) COD CD > 50 Very dense c —SID 0 Poorly graded sands and a gravelly sands, little or no fines C/)C,, Ce SM Silty sands, sand-silt mixtures E Ca C co .- C co LI.. Clayey sands, sand-clay C') SC mixtures Inorganic silts, very fine sands, Standard Penetration Test ML rock flour, silty or clayey fine sands 5 • .s CO Unconfined Penetration Compressive Inorganic clays of low to - ca CL medium plasticity, gravelly clays, Resistance N Strength 0 o sandy clays, silty clays, lean (blows/ft) Consistency (tons/fl2) clays Organic silts and organic silty <2 Very Soft <0.25 CO DL clays of low plasticity 2 - 4 Soft 0.25 -050 .050 5 CL Inorganic silts, micaceous or - . 0 Co OR MH diatomaceous fine sands or silts, 4 -8 Medium 0.50 -1.00 >. 0 Lo elastic silts 0 E 8-15 Stiff 1.00-2.00 CH Inorganic clays of high plasticity, A 0 Ln ca D co fat clays 15-30 Very Stiff 2.00-4.00 OH Organic clays of medium to high 0) >30 Hard >4.00 plasticity Highly Organic Soils PT Peat, mucic, and other highly organic soils 3 3/4 #4 #10 #40 #200 U.S. Standard Sieve Gravel I Sand _______________________________________________________________________ Silt or Clay 111 Unified Soil Classification Cobbles I fine coarse i coarse I medium fine MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, d-y to the touch trace 0 -5% C Core Sample Slightly Moist Below optimum moisture content for compaction few 5 -10% S SPT Sample Moist Near optimum moisture conteit little 10-25% B Bulk Sample Very Moist Above optimum moisture conlent some 25 -45% V Groundwater Wet Visible free water; below wate- table Op Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, mcisture, 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, iloose, trace silt, little fine gravel, few cobbles up to 4 in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-i 0444TS9 0 W.O. 7279-A-SC Francis APN 215-070-51, Carlsbad Logged By: RBB April 30, 2017 LOG OF EXPLORATORY TEST PIT AND HAND-AUGER BORING EXCAVATION NO. ELEV. (ft.) DEPTH (ft.) GROUP SYMBOL SAMPLE DEPTH (ft.) MOISTURE (%) FIELD DRY DENSITY (pci) DESCRIPTION TP-1 ±361 0 2/3 SM UNDOCUMENTED ARTIFICIAL FILL: SILTY SAND, grayish brown, dry, medium dense; trace clay, abundant 3/4-inch angular pebbles. 2/3 SM/CL UND @ 1 9.1 122.7 STRUCTURAL FILL: SILTY SAND with trace CLAY and SANDY CLAY, dark brown, gray, and reddish yellow, moist, dense; trace fragments of UND @2 8.2 128.2 reddish yellow and gray sandstone. 3 SP QUATERNARY OLD PARALIC DEPOSITS: SANDSTONE, reddish yellow, dry, very dense; very fine to fine grained, highly cemented. UND = Undisturbed Practical Refusal @ 3' No Groundwater/Caving Encountered Backfilled 4/30/17 TP-2 ±369 0-3/4 SM SM BAG @½ ARTIFICIAL FILL- UNDOCUMENTED: SILTY SAND, dark grayish brown dry, loose becoming dense at approximately -½'; trace clay, trace asphaltic concrete fragment (approximately 10 inches in dimension), trace angular cobble (approximately 8 inches in dimension). /4-51/2 SM/CL UND @ 1 7.4 120.7 ARTIFICIAL FILL - STRUCTURAL: SILTY SAND with trace CLAY and SM BAG @ 1 SANDY CLAY, dark brown, gray, and reddish yellow, moist to saturated, SM BAG @ 2 medium dense to dense; saturated zones at approximately -3½' and -41/2'. SM BAG @ 3 SM BAG @ 41/2 51/2 SP QUATERNARY VERY OLD PARALIC DEPOSITS: SANDSTONE, reddish yellow and gray, dry, very dense; very fine to fine grained, highly cemented. Practical Refusal @ -51/2' No Groundwater/Caving Encountered Backfilled 4/30/17 PLATE B-2 74~7~7 \_~ 14 W.O. 7279-A-SC Francis APN 215-070-51, Carlsbad Logged By: RBB April 30, 2017 LOG OF EXPLORATORY TEST PIT AND HAND-AUGER BORING EXCAVATION ELEV. DEPTH GROUP FIELD DRY NO. SAMPLE MOISTURE (ft.) (ft.) SYMBOL DEPTH DENSITY DESCRIPTION (ft.) (pcf) HA-1 ±362 0-1112 SC ARTIFICIAL FILL- STRUCTURAL: CLAYEY SAND, dark yellowish brown and brown, dry, dense; trace rounded pebbles and cobbles. 11/2-21/2 SC CLAYEY SAND, reddish yellowish and brown, moist, dense. 21/2 SP QUATERNARY VERY OLD PARALIC DEPOSITS: SANDSTONE, reddish yellow, dry, very dense; very fine to fine grained, highly cemented. Practical Refusal @ 3 No Groundwater/Caving Encountered Backfilled 4/30/17 HA-2 ±365 0-1 SC ARTIFICIAL FILL-UNDOCUMENTED: CLAYEY SAND, gray, dry, loose; porous, trace organics. 1-1112 SC ARTIFICIAL FILL - STRUCTURAL: CLAYEY SAND, reddish yellowish, damp, medium dense; trace cobbles. Practical Refusal @ 11/2' Due to Cobble No Groundwater/Caving Encountered Backfilled 4/30/17 PLATE B-3 APPENDIX C UPDATED SEISMICITY GeoSoils, Inc. * * * * * * * * * * * * * * * * * * * * * * * * * * E Q F A U L T * * Version 3.00 * * * ****** ** * * * * * * * * * * * * * * * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 7279-A-SC DATE: 06-05-2017 JOB NAME: FRANCIS CALCULATION NAME: 7279 FAULT-DATA-FILE NAME: C:\Program Files\EQFAULT1\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1124 SITE LONGITUDE: 117.2884 SEARCH RADIUS: 62.2 mi ATTENUATION RELATION: 11) Bozorgnia Campbell Niazi (1999) Hor.-Pleist. Soil-Cor. UNCERTAINTY (M=Median, S=sigma): S Number of sigmas: 1.0 DISTANCE MEASURE: cdist SCOND: 0 Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION FAULT-DATA FILE USED: C:\Program Files\EQFAULT1\CGSFLTE.DAT MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 7279-A-SC PLATE C-I --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE I------------------------------- ABBREVIATED DISTANCE I MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) JEARTHQUAKE1 SITE JINTENSITY I MAG.(Mw) I ACCEL. 9 JM0D.MERC. ROSE CANYON 1 5.6( 9.0) 7.2 1 0.600 1 x NEWPORT-INGLEWOOD (Offshore) 1 8.9( 14.3)1 7.1 1 0.427 1 x CORONADO BANK 1 21.1( 33.9)1 7.6 1 0.273 1 IX ELSINORE (JULIAN) 1 24.3( 39.1)1 7.1 1 0.170 1 VIII ELSINORE (TEMECULA) 1 24.3( 39.1)1 6.8 1 0.139 1 VIII ELSINORE (GLEN IVY) 1 36.8( 59.3)1 6.8 1 0.090 1 VII PALOS VERDES 1 39.5( 63.6)1 7.3 1 0.119 1 VII SAN JOAQUIN HILLS 1 39.6( 63.7)1 6.6 1 0.104 1 VII EARTHQUAKE VALLEY 1 41.3( 66.4)1 6.5 1 0.066 1 VI SAN JACINTO-ANZA 1 47.2( 75.9)1 7.2 1 0.092 1 VII SAN JACINTO-SAN JACINTO VALLEY 1 48.4( 77.9)1 6.9 1 0.073 1 VII NEWPORT-INGLEWOOD (L.A.Basin) 1 50.2( 80.8)1 7.1 1 0.080 1 VII SAN JACINTO-COYOTE CREEK 1 51.1( 82.2)1 6.6 1 0.056 1 VI CHINO-CENTRAL AVE. (Elsinore) 1 51.6( 83.0)1 6.7 1 0.084 1 VII ELSINORE (COYOTE MOUNTAIN) 1 54.6( 87.9)1 6.8 1 0.060 1 VI WHITTIER 1 55.5( 89.3)1 6.8 1 0.059 1 vi * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ( * * * * * * * * * * * * * * * * * * * * -END OF SEARCH- 16 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.6 MILES (9.0 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.6001 g Page 2 W.O. 7279-A-SC PLATE C-2 100 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 Ua 500 400 300 200 700 S., CALIFORNIA FAULT MAP FRANCIS W.O. 7279-A-SC PLATE C-3 MAXIMUM EARTHQUAKES FRANCIS .1 0 I- w 0 0 0 El .01 .001 .1 1 10 100 Distance (ml) W.O. 7279-A-SC PLATE C-4 * E Q S E A R C H * * Version 3.00 * * **** ** * ****** * * * * * * *** * * ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 7279-A-SC DATE: 05-13-2017 JOB NAME: FRANCIS EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE.DAT SITE COORDINATES: SITE LATITUDE: 33.1124 SITE LONGITUDE: 117.2884 SEARCH DATES: START DATE: 1800 END DATE: 2017 SEARCH RADIUS: 62.2 mi 100.1 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=Blind-thrust] SCOND: C' Depth Source: A Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 7279-A-SC PLATE C-5 ------------------------- EARTHQUAKE SEARCH RESULTS ------------------------- Page 1 I I I I TIME I I I SITE ISITEl APPROX. FILE I LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODEI NORTH I WEST I I H M SecI (km)I MAG.I g IINT.I ml [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG I33.0000I117.3000I11/22/180012130 0.01 0.01 6.501 0.338 I IX I 7.8( 12.5) MGI I33.0000I117.0000IO9/21/18561 730 0.01 0.01 5.001 0.060 I VI I 18.4( 29.6) MGI I32.80001117.1000105/25/18031 0 0 0.01 0.01 5.001 0.045 I VI I 24.2( 38.9) DMG I32.70001117.2000IO5/27/1862120 0 0.01 0.01 5.901 0.065 I VI I 28.9( 46.6) T-A 132.67001117.1700112/OO/18561 0 0 0.01 0.01 5.001 0.035 I V I 31.3( 50.4) T-A I32.67001117.1700110/21/18621 0 0 0.01 0.01 5.001 0.035 I V I 31.3( 50.4) T-A I32.67001117.1700105/24/18651 0 0 0.01 0.01 5.001 0.035 I V I 31.3( 50.4) DMG I33.20001116.7000IO1/01/19201 235 0.01 0.01 5.001 0.031 I V I 34.5( 55.6) PAS 32.97101117.8700107/13/198611347 8.21 6.01 5.301 0.037 I V I 35.0( 56.4) DMG 132.80001116.8000110/23/1894123 3 0.01 0.01 5.701 0.046 I VI I 35.6( 57.2) MGI I33.20001116.6000I1O/12/192011748 0.01 0.01 5.301 0.032 I V I 40.2( 64.8) DMG I33.70001117.4000IOS/13/19101 620 0.01 0.01 5.001 0.026 I V I 41.1( 66.1) DMG 133.70001117.4000104/11/19101 757 0.01 0.01 5.001 0.026 I V I 41.1( 66.1) DMG I33.700C1117.4000105/15/191011547 0.01 0.01 6.001 0.048 I vi I 41.1( 66.1) DMG I33.699CI117.5110105/31/19381 83455.41 10.01 5.501 0.034 I V I 42.5( 68.4) DMG I33.710C!I116.9250109/23/19631144152.61 16.51 5.001 0.023 I IV I 46.3( 74.5) DMG I33.750CI117.0000106/06/191812232 0.01 0.01 5.001 0.023 I IV I 47.1( 75.7) DMG I33.750CI117.0000IO4/21/19181223225.OI 0.01 6.801 0.070 I VI I 47.1( 75.7) DMG I33.000CI116.4330106/04/194011035 8.31 0.01 5.101 0.022 I IV I 50.1( 80.6) DMG 133.800C'I117.0000I12/25/189911225 0.01 0.01 6.401 0.050 I VI I 50.3( 80.9) GSP I33.52901116.5720106/12/20051154146.51 14.01 5.201 0.024 I IV I 50.4( 81.0) MGI I33.80001117.6000104/22/191812115 0.01 0.01 5.001 0.021 I IV I 50.8( 81.7) GSG 133.42001116.4890107/07/20101235333.51 14.01 5.501 0.028 I V I 50.8( 81.7) DMG I33.5750I117.9830I03/11/1933I 518 4.01 0.01 5.201 0.023 I IV I 51.2( 82.4) PAS I33.50101116.5130102/25/19801104738.51 13.61 5.501 0.027 I V I 52.2( 84.0) GSP I33.50801116.5140110/31/20011075616.61 15.01 5.101 0.021 I IV I 52.4( 84.3) DMG I33.61701117.9670103/11/19331 154 7.81 0.01 6.301 0.045 I VI I 52.4( 84.3) DMG I33.50001116.5000109/30/19161 211 0.01 0.01 5.001 0.020 I IV I 52.8( 84.9) GSP I33.43151116.4427106/10/20161080438.71 12.31 5.191 0.022 I IV I 53.6( 86.2) DMG I33.61701118.0170103/14/1933119 150.01 0.01 5.101 0.021 I IV I 54.6( 87.8) DMG I33.90001117.2000112/19/18801 0 0 0.01 0.01 6.001 0.035 I V I 54.6( 87.9) DMG I33.3430!116.3460104/28/19691232042.91 20.01 5.801 0.030 I V I 56.7( 91.3) DMG I33.68301118.0500103/11/19331 658 3.01 0.01 5.501 0.024 I IV I 59.0( 94.9) DMG I33.4000116.3000102/09/1890112 6 0.01 0.01 6.301 0.038 I V I 60.4( 97.2) DMG 133.7000 118.0670103/11/19331 85457.01 0.01 5.101 0.018 I IV I 60.5( 97.3) DMG 133.7000 118.0670103/11/19331 51022.01 0.01 5.101 0.018 I IV I 60.5( 97.3) T-A 132.2500 117.5000101/13/1877120 0 0.01 0.01 5.001 0.017 I Iv I 60.8( 97.8) DMG I34.00001117.2500107/23/19231 73026.01 0.01 6.251 0.037 I V I 61.3( 98.7) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * -END OF SEARCH- 38 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2017 LENGTH OF SEARCH TIME: 218 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 7.8 MILES (12.5 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 6.8 Page 2 W.O. 7279-A-SC PLATE C-6 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.338 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 0.782 b-value= 0.351 beta-value= 0.809 ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: ------------------------------------ Earthquake 1 Number of Times I Cumulative Magnitude I Exceeded I No. I Year +-----------------+------------ 4.0 I 38 I 0.17512 4.5 I 38 I 0.17512 5.0 I 38 I 0.17512 5.5 I 15 I 0.06912 6.0 I 8 I 0.03687 6.5 I 2 I 0.00922 Page 3 W.O. 7279-A-SC PLATE C-7 100 Lol -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 ME 200 700 500 400 300 EARTHQUAKE EPICENTER MAP FRANCIS W.O. 7279-A-SC PLATE C-8 EARTHQUAKE RECURRENCE CURVE FRANCIS 100 10 .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. 7279-A-SC PLATE C-9 APPENDIX D '-I.II.I'IiJIf1 GeoSoils, Inc. Cal Land Engineering, Inc. dba Quartech Consultant Geotechnical, Environmental, and Civil Engineering SUMMARY OF LABORATORY TEST DATA GeoSoils, Inc. 5741 Palmer Way, Suite D Carlsbad, CA 92010 W.O. 7279-A-SC Client: Francis QCI Project No.: 17-029-005g Date: June 5, 2017 Summarized by: KA Corrosivity Test Results Sample pH Chloride Sulfate Resistivity Sample ID Depth CT-532 CT-422 CT-417 CT-532 (643) (ft) (643) (ppm) % By Weight (ohm-cm) TP-1/2 Composite N/A 6.91 76 0.0315 1600 W.O. 7279-A-SC PLATE D-1 576 East Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090 APPENDIX E GENERAL EARTHWORK AND GRADING GUIDELINES GeoSoils, Inc. GENERAL EARTHWORK AND GRADING GUIDELINES General These guidelines present general procedures and requirements 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 for the 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 of the 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 by the 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. Laboratory 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 GeoSoils, Inc. accordance with test methods ASTM designation D-1 556, 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 Responsibility All clearing, site preparation, and earthwork performed on the project should be conducted by the 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 of the geotechnical consultant, and to place, spread, moisture condition, mix, and compact the fill in accordance with the recommendations of the 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 of the contractorto provide adequate equipment and methods to accomplish the earthwork in strict accordance with applicable grading guidelines, latest adopted codes 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 ponding 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. 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 prior to 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 prior to grading, are to he removed Francis Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 2 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. If the 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 of the lowest bench or key is also 15 feet, with the key founded on firm material, as designated by the geotechnical consultant. As a general rule, unless specifically recommended otherwise by the geotechnical consultant, the minimum width of fill keys should be equal to 1/2 the height of the slope. 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 Francis File: e:\wpl2\72DO\7279a.gue GeoSoils, Inc. Appendix E Page 3 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 by the 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 of the 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 generally facilitates the 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., greater than 12 inches) in fills on this project is provided as 10 feet, unless specified differently in the text of this report. The 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. Francis FiIe:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 4 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 of the 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 version of the California Building Code (CBC), fill slopes should be designed and constructed at a gradient of 2:1 (h:v), or flatter. 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 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. A final 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 Francis Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 5 slopes, and extend out over the slope to provide adequate compaction to the face of the slope. 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. 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. 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. 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 by the project 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 of the slope should be observed by the 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. Francis File: e:\wpl 2\7200\7279a.gue GeoSoils, Inc. Appendix E Page 6 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 by the project civil engineer and should be constructed in compliance with the ordinances of the controlling governmental agencies, and/or in accordance with the recommendations of the 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. 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 ¼-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 Francis File: e:\wpl 2\7200\7279a.gue GeoSoils, Inc. Appendix E Page 7 6. 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 of the 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 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. 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). An allowable coefficient of friction between soil and concrete of 0.30 may be used with the dead load forces. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. 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. 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 H13, 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. 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 Francis Appendix E Ffle:e:\wpl2\7200\7279a.gue GeoSoils, Inc. Page 8 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. If the pool/spa is founded entirely in compacted fill placed during rough grading, the deepest portion of the pool/spa should correspond with the thickest fill on the lot. 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. 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 expandible joints between connections transecting varying soil conditions. An elastic expansion joint (flexible waterproof sealant) should be installed to prevent water from seeping into the soil at all deck joints. A reinforced grade beam should be placed around skimmer inlets to provide support and mitigate cracking around the skimmer face. 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 (optmum 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 or flatwork 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. 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 Francis Appendix E Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Page 9 IV 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should bethroughly 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 of the concrete and minimize the development of unsightly shrinkage cracks. In order to reduce unsightly cracking, the outer edges of pool/spa decking to be bordered by landscaping, and the edges immedihtely 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. 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. 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. 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 of the 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 of the pool/spa builder. 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 of the pool/spa and associated improvements, and reduce the likelihood of distress. Francis FiIe:e:\wpl2\7200\7279a.gue GeoSoils, Inc. Appendix E Page 10 Regardless of the 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. 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 under this scenario; however, some settlement, tilting, cracking, and leakage of the pool/spa is likely over the life of the project. OPTION B: Pier supported pool/spa 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 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." 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. Francis Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 11 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). Pool and spa utility lines should not cross the primary structure's utility lines (i.e., not stacked, or sharing of trenches, etc.). 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. 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. All aspects of construction should be reviewed and approved by the geotechnical consultant, including during excavation, prior to the placement of any additional fill, prior to the placement of any reinforcement or pouring of any concrete. 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. Disclosure should be made to homeowners and builders, contractors, and any interested/affected parties, that pools/spas built within about 15 feet of the top of a slope, and/or H/3, where H is the height of the 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. Failure to adhere to the above recommendations will significantly increase the potential for distress to the pool/spa, flatwork, etc. 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. Francis File:e:\wpl2\7200\7279a.gue GeoSoils, Inc. Appendix E Page 12 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. 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 Francis Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 13 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 of the 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. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the 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. Francis FiIe:e:\wpl2\7200\7279a.gue GeoSoils, Inc. Appendix E Page 14 A. 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 subject to 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. Francis - Fi1e:e:\wp12\7200\7279a.gue GeoSoils, Inc. Appendix E Page 15 Proposed grade _ Toe of slope as shown on grading plan Natural slope to be restored with compacted fill - Backcut varies 2-foot minimum in bedrock or approved . earth material Compacted fill ... . .:. 1: e - L %Urm 4-foot . ... nmum AL OPP width I / may vary Bedrock or 3-foot minimum I (4-foot relnimum) I approved 2Percent Gradient "M vqu uiiii ua.0 15-foot minimum or H/2 where H is the elope height 1 Subdrain as recommended by geotechnical consultant NOTES: Where the natural slope approaches or exceeds the design slope ratio, special recommendations would be provided by the geotechnical consultant. The need for and disposition of drains should be evaluated by the geotechnical consultant, based upon exposed conditions. FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate E-7 Proposed finish grade Natural grade ------------------------- 1 -foot minimum Note 1) Typical benching (4-foot minimum) _iooi_ muimum Bedrock or approved native material 2-POrcent Gradient, 2-toot minimum I _Wid Subdrain as recommended by key depth or H/2 if H)30 geotechnical consultant I NOTES: 1. 15-foot minimum to be maintained from proposed finish slope face to backcut. The need and disposition of drains will be evaluated by the geotechnical consultant based on field conditions. Pad overexcavation and recompaction should be performed if evaluated to be necessary by the geotechnical consultant. j Gq*~Mj SKIN FILL OF NATURAL GROUND DETAIL Plate E-10 > MAP VIEW NOT TO SCALE Concrete cut-oft wall SEE NOTES B Top of slope Gravity-flow, -/ nonpert orated subdrain pipe (transverse) Toe of slope 4-inch perforated subdrain pipe (longitudinal) 4-inch perforated subdrain pipe (transverse) 2E Pool /Y B' Direction of drainage A' CROSS SEC11ON VIEW NOT TO SCALE SEE NOTES Pool encapsulated in 5-foot thickness of sand 6-inch-thick gravel layer 4-inch perforated subdrain pipe 2-inch-thick sand layer Vapor retarder layer subdrain pipe - Vapor retarder Perforated subdrain pipe NOTES: 6-inch-thick, clean gravel (34 to iY2 inch) sub-base encapsulated in Mirafi 140N or equivalent, underlain by a 15-mil vapor retarder, with 4-inch-diameter perforated pipe longitudinal connected to 4-inch-diameter perforated pipe transverse. Connect transverse pipe to 4-inch-diameter nonperforated pipe at low point and outlet or to sump pump area. Pools on tills thicker than 20 feet should be constructed on deep foundations; otherwise, distress (tilting, cracking, etc.) should be expected. Design does not apply to infinity-edge pools/spas. TYPICAL POOL/SPA DETAIL Plate E-17 SIDE VIEW poil pile Test pit TOP VIEW Flag Flag Spoil pile Test pit Light Vehicle 50 feet 50 feet lOOfeet G4j4ic. TEST PIT SAFETY DIAGRAM Plate E-20 L. City of ai'isbad Building Permit Number CBR2O1S-1891 -IV ill V & cCOflOIThC Devei.pmertt COMMUNITY FACILITIES DISTRICT RESIDENTIAL RESIDENTrAL Developer of Residential Land, please read this. areement carefully and be sure you thoroughly understand this agreement beforsjgning.çProperty owner signature is required before permit issuance. Your signature confirms the information shown below.. 80din0 --: !SIOfl NARK RANC1S. Name of Owner 3385 Blodgett Dr Address SPGS,co 80919 City, State Zip - Tract Number (719) 26-6900 Telephone 2150705100 Assessor Parce Number (APN). 1 RES DEVELOPED (NET DENSITY 4.I-S.0 DU/AC) Lo Number improvern, ent Area, Land Use Type 1. 0611.7/2003 $2,419.79 5 2020 Total # of Units Annexation Date Factor Density Fisc& Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. As cited in Policy 33 and. adopted by the City Council, this Special Tax will not be allowed to pass through to the Qfli,Qy/ne. At the time a building permit is issued the Special Development Tax - One-Time is due per dwellng unit. In addition, there may be Special Taxes outstanding on the current tax roll or if a permit is issued after March 1, taxes will be levied in the coming fiscal year. All of these special taxes are the responsibility of the developer. Accordingly, I agree to pay all of these current, outstanding and future Special Taxes. These taxes may not b..çp'orUoned to the homeowner Dart _Qfescrow closing. (Note: Regular county taxes may be prorated.) .1 understand that by signing this I am agreeing to this provision. I DO HEREBYCERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTYAND THAT I. UNDERSTAND AND WILL COMPLY WITH THE PROVISION AS STATED ABOVE.. - ORANCIS OESIDENCE Name 2 of Project APPROVED BY; FEB 282020 DV20170139 c:- -- Project Number ISSUED BY (\ K C(7cityof P\J Carlsbad This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project No. & Name: DEV2017-0139, FRANCIS RESIDENCE Plan Check No.: CBR2018-1891 Project Address: 1585 TRITON ST Assessor's Parcel No.: 2150705100 Project Applicant: MARK FRANCIS (Owner Name) Residential Square Feet: New/Additions: 3,721 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 01/24/2019 Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer ol We aive described project(s), or that the person executing this declaration is authorized g1)frehalf of the Owner. FEN Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 'Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (ByAppt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San MaFos'CA 92069 Phone-.'(760j 2902649 Contact: Katherine Marceija (By Appt-(W 28 2020 C!TYr', VistaUnifièd School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 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. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official:7Y. B-4/1 m I VA C\uv'cVi.' (1 Title:Sii 71V i V\€iV\ dif Date: Name of School District: CARLSBAD UNIFIED SCHOOL D1STRGT Phone: 7o0 -3 (-SO OD 6225 EL CAMINO REAL CARLSBAD, CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov CBR2018-1891 (cityof Carlsbad PAD CERTIFICATION FOR BUILDING PERMIT PROJECT INSPECTOR: Eric Martinez DATE:2/26/2020 PROJECT ID CDP 2017-0043 GRADING PERMIT NO. GR2017-0056 LOT(S) REQUESTED FOR RELEASE: 1585 TRITON ST N/A = NOT APPLICABLE • V = COMPLETE • 0 = Incomplete or unacceptable 1. As-Built (Redlines) are up to date and available onsite for reference. All daily geotechnical observation reports, compaction reports and letters from geotechnical engineer V submitted, including: pads, retaining walls, utility trenches, slopes, paved access roads and parking lots. Site security and fencing installed for separation of construction activity from public. Letter from EOW.documenting that the finished pad elevations match the plan elevations for specific V lot(s). - 5. Letter from the project QSD certifying that all construction related BMPs are Installed in accordance with City of Carlsbad Storm Water Standards. V 6. Site access to requested lot(s) adequate and logically grouped, including a designated staging area for building phase of work. - 7. All orisite.underground utilities installed and ready for service. - 8. Identification and protection of city sewer infrastructure is implemented, including manhole protection, false bottoms and sediment traps. 9. Permanent/Temporary Fire Access Plan approved by Fire Department representative, and implemented on sire. V 10. Letter from Owner/Dev requesting pad certification of the specific lot(s) with 8%" x 11" site plan. Pad certification for the above stated lots is approved for the purpose of building permit issuance. V Issuance of building permits is still subject to all city requirements. The above stated lots are conditionally approved for a building permit to install retaining walls required for pad certification only. The above stated lots are conditionally approved for a building permit to install foundations only. sd'ector // Date (WaLe 1 __1 1___ Municipal Projects'r1ger Date Public Works Construction Management & Inspection 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2780 1760-438-4178 fax . CIREMELE SURVEYING INC. 4 - .164 S. Escondido Blvd, Escondido, CA 92025 .Phone (760)489-2200. Fax(760)489-2202 February 25, 2020 City of Carlsbad Department of Planning and Land Use Inspection Department Carlsbad, CA Re: 1585 Triton St. (215-070-51) Dear Sir: On February 25, 2020 Ciremele Surveying field checked the finished pad for construction at the above mentioned parcel (Project Number CDP 2017-0043). We found the pad to be 369.30 using the bench mark called out on the approved grading plan. If you have any questions please call me. Sincerely, c c Chris Ciremele, LS 5267 0. 0 140. 5267 0. It OF ENGINEERING 2121 a,t2Ro San Marcos, CA 92069 DESIGN GROUP [Nsq~~ wwwdesigngroupca.com Date: February 26, 2020 To: City of Carlsbad Engineering Department 1200 Carlsbad Village Drive Carlsbad, CA 92008 Re: Proposed new Francis residence 1585 Triton Street, Carlsbad, California Dwg. No. 507-5A Subject: Engineer's Pad Certification Ref: Pad Grading Certification, prepared by Ciremele Surveying, dated February 25, 2020. Based upon site surveying performed by Ciremele Surveying on 2-25-2020, this letter is hereby submitted as a Pad Certification Letter for the above referenced property and grading plan. The following provides the pad elevations as field verified and shown on the approved grading plan: Description Pad Design Grade Actual Pad Elevation Main House Pad 369.5 369.5 +- 0.10 If you have any questions regarding this manner please do not hesitate to call our office. Sincerely, ENGINEERING DESIGN GROUP E. Erin E. Rist ll( C 65122 California RCE 65122 EDG Project No. 185886-5