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HomeMy WebLinkAbout1330 KNOWLES AVE; ; CBR2019-0409; PermitJob Address: 1330 KNOWLES AVE, Permit Type: BLDG-Residential Parcel #: .1562313600 Valuation: $317,897.27 Occupancy Group: #of Dwelling Units: 1. Bedrooms: 3 Bathrooms: 2.5 Building Permit Finaled ' '(17 ity of Carlsbad Residential Permit Print Date: 07/08/2020 Permit No: CBR2019-0409 CARLSBAD, CA 92008 Work Class: Track #: Lot #: Project #: Plan #: Construction Type: Orig. Plan Check #: Plan Check #: Status: Closed - Finaled Applied: 02/21/2019 Issued: 12/18/2019 Finaled Close Out: Inspector: PBurn Final Inspection: 07/08/2020 Single Family Detached DEV2018-0227 Project Title: FERRI RESIDENCE Description: FERRI: 1900 SF SF01 525 SF GARAGE 1744SF PATIO Applicant: Property Owner: Contractor: TOM VORKOPER FERRI THEODORE D AND ELIZABETH A PROPACIFIC BUILDERS INC 74065E 36TH ST 503 WHITING ST 1738 CEREUS CT MERCER ISLAND, WA 98040-3413 EL SEGUNDO, CA 90245 CARLSBAD, CA 92011-5119 (858) 775-3465 (760) 481-8003 FEE AMOUNT BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) DRAINAGE FEE PLDA A Low Runoff ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES - outside CFD 581473 GREEN BUILDING STATE STANDARDS FEE SDCWA SYSTEM CAPACITY CHARGE 5/8" Displacement SEWER CONNECTION FEE (General Capacity all areas) STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 - Medium BLDG SWPPP PLAN REVIEW FEE TIER 1- MEDIUM TRAFFIC IMPACT Residential Single Fam. Outside CFD WATER METER FEE 1" Displacement (P) WATER SERVICE CONNECTION FEE 5/8" DISPLACEMENT (P) WATER TREATMENT CAPACITY CHARGE 5/8" Displacement $1,399.90 $979.93 $1,569.06 $66.00 $175.00 $92.00 $182.00 $11,126.40 $13.00 $5,267.00 $982.00 $41.33 $246.00 . . $55.00 . . . $3,820.00 $282.00 $4,385.00 - - $146.00 Total Fees: $30,827.62 Total Payments To Date: $30,827.62 • Balance Due: $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation, has previously otherwise expired. Building Division. • Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2760 1.760-602-8560 f I www.carlsbadca.gov (City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B—I Plan Check0 Est. Value f317 PC Deposit Date Job Address 1330 Knowles Ave Suite: APN: 156-231-36-00 CT/Project #: Lot It: Fire Sprinklers(S) / no Air Conditioning: c:y!5;'/ no BRIEF DESCRIPTION OF WORK: New 1900 sq. ft. single family residence [0 Addition/New: 1949 Living SF, 0 Deck SF, 744 Patio SF, .56 5 ta rage SF Is this to create an Accessory Dwelling Unit? Yes / No New Fireplace? Yes /,)if yes how many? El Remodel: N/A SF of affected area Is the area a conversion or change of use? Yes El Pool/Spa: N/A SF Additional Gas or Electrical Features? El Solar: _______ KW, Modules, Mounted: Roof! Ground, Tilt: Yes / No, RMA: Yes! No, Battery: Yes / No Panel Upgrade: Yes / No 0 Reroof: hit El Plumbing/Mechanical/Electrical Only: o Other: APPLICANT (PRIMARY) PROPERTY OWNER Name:Tom Vorkoper Name: Elizabeth and Ted Fern Address:7406 SE 36th St. Address: O 3 U,/Fv g- City: Mercer Island State:Wa Zip: 98040 City: El State: Ca Zip: Phone: 858.775.3465 Phone: 3 (p 9. S OZ-7 Email: tvorkoperdtv-designs.com Email: 64L'tr f se,' DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: same as applicant Name: ProPacific Builders Address: City: Phone: Email: Architect State license: State:Zip: Address: 5631 Palmer Way, Ste D City: Carlsbad state: Ca Zip: 92010 Phone: 760.805.8115 Email: mike(äDrooacificbuilders.com State license: 897986 Bus. License: 174258 (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/she 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/she 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 1$500)). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuildingcarIsbadca.gov B-I Page 1 of 2 Rev. 06/18 (OPTION A ): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: C] I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the formance of the work for hich this ermi is is ued. My workers' compensation insurance carrier and policy number are: Insurance CompaI3y Name: 'QJ".Q cd /c-I.lciic 1w Policy No. '7tO ICI r, / Expiration Date: '3/orii O 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 be come 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 $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONTRACTOR SIGNATURE:' 7.(P''f r' DAGENT DATE: 2. 21.19 (OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 Yes 0 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 / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / 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 / phone / type of work): OWNER SIGNATURE: DAGENT DATE: CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: Lender's Address: ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: 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? CI Yes 0 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? CI Yes CI No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes C] No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under visions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days frp, the da :h permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180s (Secthp Uniform Building Code). APPLICANT SIGNATURE: DATE: 'z,/7 1635 Faraday Ave Ca Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov B-i Page 2of2 Rev. 06/18 Permit Type: BLDG-Residential Application Date: 02/21/2019 Owner: CO-OWNER FERRI THEODORE D AND ELIZABETH A Work Class: Single Family Detached , Issue Date: 12/18/2019 SubdivisiOn: PARCEL MAP NO 19086 Status: Closed - Finaled Expiration Date: 12/01/2020 Address: 1330 KNOWLES AVE C IVR Number: 17240 ARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 0610212020 0610212020 BLDG-Electric Meter 129098.2020 Passed Paul Burnette Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0610412020 0610412020 BLDG-23 129298.2020 Passed Paul Burnette Complete - Gas/Test/Repairs - - - - - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07101/2020 0710112020 BLDG-Final Inspection 131523-2020 Failed Michael Collins Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency 7/01/20, See card for pick up. No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07/0712020 07/07/2020 BLDG-Final Inspection 132061-2020 Partial Pass Michael Collins - Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency 7/07/20, see card for remaining pick up. Yes BLDG-Building Deficiency 7/01/20, See card for pick up. No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No 07108/2020 07/08/2020 BLDG-Final Inspection 132201-2020 Passed Michael Collins Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Building Deficiency 7/01/20, See card for pick up. No BLDG-Building Deficiency 7/07/20, see card for remaining pick up. Yes BLDG-Plumbing Final No BLDG-Plumbing Final Yes BLDG-Mechanical Final No BLDG-Mechanical Final Make up air at Laundry in place. Yes BLDG-Structural Final No BLDG-Electrical Final 7I08/0, AFCI, GFCI, smoke/CO detectors Yes Ok. BLDG-Electrical Final No Wednesday, July 8, 2020 . Page 3 of 3 Permit Type: BLDG-Residential Application Date: 02/21/2019 Owner: CO-OWNER FERRI THEODORE D AND ELIZABETH A Work Class: Single Family Detached Issue Date: 12/18/2019 Subdivision: PARCEL MAP NO 19086 Status: Closed - Finaled Expiration Date: 12/01/2020 Address: 1330 KNOWLES AVE C IVR Number: 17240 ARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/14/2020 02/14/2020. BLDG-15 RooflReRoof 119492-2020 Partial .Pass; Michael Collins Reinspection Incomplete (Patio) . Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial for nailing only. Need revised truss Yes calcs approved by city. BLDG-Building Deficiency Not ready No 02/2812020 02/2812020 BLDG-34 Rough 120825.2020 Partial Pass Luke Storno Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Rough electric at patio ceiling OK to cover No 0310512020 03105/2020 BLDG-17 Interior 121415-2020 Passed Paul Burnétte Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/17/2020 03117/2020 BLDG-84 Rough 122438-2020 Passed Paul Burnette Complete Combo(14,24,34,44) - 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 03123/2020 03123/2020 BLDG-16 Insulation 122957-2020 Partial Pass Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency Provide certificate at drywall Reinspection Passed Yes Incomplete 03/27/2020 03127/2020 BLDG-18 Exterior 123450-2020 Passed Peter Dreibelbis Complete Lath/Drywall - Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/08/2020 05108/2020 BLDG-22 Sewer/Water 127080-2020 Passed Peter Dreibelbis Complete Service - Checklist Item COMMENTS Passed BLDG-Building Deficiency Water service piping, gas and electric to Yes * bbq Wednesday, July 8, 2020 Page 2 of 3 Building Permit Inspection History Finaled C C r ay of arlsbad Permit Type: BLDG-Residential Application Date: 02/21/2019 Owner: CO-OWNER FERRI THEODORE D AND ELIZABETH A Work Class: 'Single Family Detached Issue Date: 12/18/2019 Subdivision: PARCEL MAP NO 19086 Status: Closed - Finaled Expiration Date: 12/01/2020 Address: 1330 KNOWLES AVE IVR Number: 17240 CARLSBAD, CA 92008 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 1211912019 12119/2019 BLDG-21 114257-2019 Passed Paul Burnette Complete UndergroundlUnderflo or Plumbing Checklist item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 114258-2019 Passed Paul Burnette Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/10/2020 01110/2020 BLDG-11 115952.2020 Failed Paul Burnette Reinspection Incomplete FoundationlFtglPiers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-12 Steel/Bond 115953.2020 • Failed Paul Burnette Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 01113/2020 01/13/2020 BLDG-11 116111-2020 Passed Paul Burnette Complete FoundatlonlFtg!Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes / BLDG-12 Steel/Bond 116112-2020 Passed Paul BurnettG Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/1012020 02110/2020 BLDG-13 Shear 118949-2020 Failed - Chris Renfro Reinspection Incomplete Panels/HD (Ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No BLDG-15 RooflReRoof 118948.2020 Failed Chris Renfro Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not ready No Wednesday, July 8, 2020 Page 1 of 3 Rb,,%,jRD copy 1.. CBR2O-o4oa. INSPECTION RECORD PYCNThtbO Becky Falk From: Ted Watson-'Pro Pacific Builders, Inc. <ted@propacificbuilders.com> Sent: Monday, June 29, 2020 5:12 PM To: Building Inspectidns Subject: FW: Ferri permit card ) Becky, 'bui ing Sending the inspection card. There are blanks with electrical and HVA9(I assume these items will take place dfl\al? If I'm short something please let me know. Fire inspection card: "ur subcontractor is Symons Fire Protection. Brpf(at Symons had a virtual final irispection with Felix th&fi(e inspector on the I 8th via cell phone cam1a. It was thought at the time Felix would have his approval sent to upy now. I don't have the card yet, .1 h(e an email. Brian and I are following up. Please call if you find something conciing, Take care, \ YROPACIFIC SULDEls Ted Watson 0:(760) 918.0391 C: (760) 685.3000 tedorooacificbuiIders.com www.ProPacificBuilders.com CA License #897986 S I T1 I li h Ift %JU fir, I.1 itsi.it ' z III! fthi Itf'J ct• I fl fti 4k lit cj II• £' I L! 4. ! sj G 2t Outlook for Android CAUTION. Do not open attachments or click on links unless you recognize the sender and know the content issafe.I FIRE DEPARTMENT Fire Prevention 1635 Faraday Avenue, Carlsbad CA 92008 www.carisbadca.gov (ityf Carlsbad June 18, 2020 Case Number: FPR2020-0010 Case Module: Permit Management Inspection Date: 06/18/2020 Inspection Status: Passed Inspector: Felix Salcedo Inspection Type: FIRE-Res Single Fam Sprinkler Final(20) Job Address: 1330 Knowles Ave Parcel Number: 1562313600 Carlsbad, CA 92008 ontact Type - Name Applicant SYMONS FIRE PROTECTION ANGELA ZUMAYA SYMONS FIRE PROTECTION ANGELA ZUMAYA Fire Prevention Contractor SYMONS FIRE PROTECTION INC SYMONS FIRE PROTECTION INC Checklist Item Passed Comments FIRE- Fire Deficiency Yes Salcedo, Felix Page lofl 1635 Faraday Avenue, Carlsbad CA 92008 1 760-602-4662 1 760-602-8561 f I firemail@carIsbadca.gov City of Carlsbad CBR20 19-0409 03/0612019 SPEcIAL INSPECTION :DeVeIODn?Eflt5EtWC AREEMENT CARlSBAD ':Øq *._Fern Reidence. 1330 Knowles. ... A ThS:M ,.I.rHEppER. .. v bconLeI. ro. .Dale 7496.SE36th.St.•Mercei Island. Wa 98040 Ethail . 85817.3465. 1am OyAv* QtRcOrd iH6f;: :E ecoP4 281qq a BcBchTi. eô1704:Thój. m I Propacthc.Bwlders . DEC 18 2019 CITY OF CArLSBAD BUILDING D'JISON AccuLINE SURVEY, TINe. 1919 Grand Ave., Ste IG, San Diego, CA 92109 (858) 483-6665 0 Fax (858) 483-6056 E-mail: acu1inesurvey®sbcgloba1.net BUILDING FOUNDATION FORMS CERTIFICATION December 14, 2019 Pro Pacific Builders 5031 Palmer Way Carlsbad, CA 92010 Attn: Ted Watson Job No. 2090-19 Ferri residence 1330 Knowles Ave. Carlsbad, CA Re: Ferri residence 1330 Knowles' Ave. Carlsbad, CA Permit No. GR 2018-0052 AS! Proj # 2090-19 Dear Sirs, - The building forms were verified on December 11,2019 for horizontal location and elevation, and are in conformance with the approved plans, see attached "FORM CERT 12/11/2019" exhibit. This is to certify that there are no encroachments into the setback limits and that the elevations of the top of the forms arc at the elevation shown on said approved plans, (130.72). Respectfully, 4-1... ~- Rudy P. Pacheco, LS 2090-19 form cit U 3/4"IP RCE 33069 11 01" / v cs.r ve 0 lbj & 1330 !O4,M,1.E5M I - C,1*,-SSIDCA ioi - t5 L 1" 129 14.1 ror/fbaln 5 io.7 6") PLAN /30.7Z.. PAR.1 I I - PAR.2 01 2K1 26 s- 12.71 23 27 lt28 ~-7 1 S13 L52P VIP RCE 33069 3 5 3/4IP RCE 3306! O4 40 AX tr. K N O W L ES AV E. ACCULINE SURVEY, INC. 1919 GRAND AVESU1TE IG DATE: 11/7/2019 JURlSDlCTlON:C1iisba EsGt1 A SAFEbui1tCompany 1 ' APPLICANT JURIS. PLAN CHECK #.: CBR2019-0409 SET: III PROJECT ADDRESS: 1330 Knowles Way PROJECT NAME: Ferri Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. EJ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. 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. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: 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: Telephone #: Date contacted: (by: 0) Email: Mail Telephone Fax In Person LI REMARKS: By: Richard Moreno Enclosures: EsGil 10/31/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbulittompany DATE: 10/21/2019 JURISDICTION: City of Carlsbad D APPLICANT Cl JURIS. PLAN CHECK #.: CBR2019-0409 PROJECT ADDRESS: 1330 Knowles Way PROJECT NAME: Ferri Residence SET: II fl 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 building 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: Tom Vorkoper 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: Tom Vorkoper Telephone #: (858) 775-3465 contacted Email: tvorkoper@dtv-designs.com Mail Telephone IF In Person By: Richard Moreno for RJM Enclosures: EsGil 10/10/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 City of Carlsbad CBR2019-0409 10/21/2019 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. GENERAL 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. PLANS Plans 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 set was signed and sealed, to be reverified. To be reverified on final. Provide analysis signed and sealed from the engineer of record for PSL supporting RB-2 and RB-3. 10/21/2019: calculation for this beam show a span of 9 ft. Plans show a 23-ft beam span. Please clarify span and provide revised calculations as needed. Also, please adjust beam size as needed. MISCELLANEOUS 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. City of Carlsbad CBR2019-0409 10/21/2019 Have changes been made to the plans not resulting from this correction list? Please indicate: Yes No L3 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 Richard Moreno for RJM at EsGil. Thank you. t - Es'Gil V A SAFEbuittCompany DATE: 03/06/2019 JURISDICTION: City of Carlsbad APPLICANT U JURIS. PLAN CHECK #.: CBR2019-0409 PROJECT ADDRESS: 1330 Knowles Way PROJECT NAME: Ferri Residence SET:I LII 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 building 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. LI 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: Tom Vorkoper 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: Tom Vorkoper Telephone #: (858) 775-3465 Date contacted (by: Email: tvorkoper©dtv-designs.com Mail Telephone Fax In Person LI REMARKS: By: Ryan Murphy Enclosures: EsGil 02/26/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2019-0409 03/06/2019 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-0409 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 1330 Knowles Way FLOOR AREA: SFD: 1949 sq. ft. Attached Garage: 525 sq. ft. Patio Cover: 744 sq. ft. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 02/21/2019 DATE INITIAL PLAN REVIEW COMPLETED: 03/06/2019 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: 18'-4" DATE PLANS RECEIVED BY ESGIL CORPORATION: 02/26/2019 PLAN REVIEWER: Ryan Murphy This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 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. City of Carlsbad CBR2019-0409 03/06/2019 (DO NOT PAY - THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBR2019-0409 PREPARED BY: Ryan Murphy DATE: 03/06/2019 BUILDING ADDRESS: 1330 Knowles Way BUILDING OCCUPANCY: R-3/U BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) SFD 1949 Garage 525 Patio Cover 744 317,897 Air Conditioning Fire Sprinklers TOTAL VALUE 317,897 Jurisdiction Code ICb By Ordinance 1997 UBC Building Permit Fee LJ I 1 11997 UBC Plan Check Fee - I 1 Type of Review: P Complete Review fl Structural Only J Other ' I i Repeats (C:A:D JTi Repetitive Fee Hourly I 1 Hr. @ * LL_J EsGil Fee p. p. Comments: Sheet 1 of 1 City of Carlsbad CBR2019-0409 03/06/2019 GENERAL 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. PLANS Plans 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 set was signed and sealed, to be reverified. 2. Please add the proposed patio cover to scope of work and area tabulations on sheet AO.00. For clarity, identify bath window on the floor plan on sheet A2.01 (window J per elevation). GENERAL RESIDENTIAL REQUIREMENTS Habitable rooms, except kitchens, shall not be less than 7' in any horizontal dimension. Section R304.3. The proposed office is less than 7' wide. Please identify which windows in bedrooms 2 and 3 meet the following egress. requirements: Sleeping rooms shall have a window or exterior door for emergency escape. Section R310. Windows must have an openable area of at least 5.7 square feet, with the minimum openable width 20" and the minimum openable height 24". The bottom of the clear opening shall not exceed 44" above the floor. Do not measure to the window sill. This generally applies to windows that have a height of 3' or less. See the figure below to see the correct method of measurement. BOTFOM OF WINDOW OPENWs .. -•••-i LL City of Carlsbad CBR2019-0409 03/06/2019 \ 77 _0 ------------------ Such openings shall open directly into a public way or a court that opens to a public way (4-sided courts are prohibited).. If such openings occur at a patio, the patio may not be enclosed. Appendix H, Section AHIO3.2. The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of any keys or tools. ROOF Did you use 1/150 or 1/300 of attic area when calculating the required ventilation openings? If utilizing 1/300, need to show lower ventilation openings in addition to the ones shown. The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. Specify on the plans the following information for the skylights, per Section R106.1.1: Manufacturer's name and product name/number. ICC approval number, or equal. City of Carlsbad CBR2019-0409 03/06/2019 GARAGE 8. The garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated by not less than 5/8" Type X gypsum board. Section R302.6. 9. Show a self-closing, self-latching door, either 1-3/8" solid core or a listed 20- minute assembly, for openings between garage and dwelling. Section R302.5.1. 10. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." FOUNDATION 11. The City of Carlsbad requires a soils report for projects greater than 500 sq. ft. 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. 12. If the soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 13. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 14. No transition is shown between the garage slab and main residence? Not necessarily a code requirement but is good practice. Show a threshold between garage and main residence and show minimum slope for drainage away from the residence at garage slab. STRUCTURAL 15. 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. 16. Provide more information for "shop weld" shown in detail 17 and 18/S1.03. City of Carlsbad CBR2019-0409 03/06/2019 Provide wind analysis to justify seismic governs in both directions. Provide analysis signed and sealed from the engineer of record for PSL supporting RB-2 and RB-3. Callout header size along line B and clarifying load path to the foundation level. Please add periodic special inspection for nailing :5 4" o.c. in the lateral force- resisting system to statement of special inspections on sheet S1.01. Section 1705.12 The City of Carlsbad requires their "Special Inspection Agreement" form to be filled out. Please fill out and return the form attached to the end of this list. Provide reference typical knife-plate connection detail for shear transfer at roof level of proposed patio cover. Section 19/S2.01 is referenced along lines A and B. The trusses are parallel to the bearing wall here and it is not clear how the roof framing members are attached at the top plate. Provide and reference more applicable roof level shear transfer details at lines A and B. MECHANICAL Please show compliance with the following at proposed dryer location: CIVIC Section 504.4.1, Provisions for Makeup Air. Makeup air shall be provided in accordance with the following: a) Makeup air shall be provided for Type I clothes dryers in accordance with the manufacturer's instructions. [NFPA 54: 10.4.3.1]. Where a closet is designed for the installation of a clothes dryer, an opening of not less than 100 square inches (0.065 m2) for makeup air shall be provided in the door or by other approved means. Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel type) as well as the duct description (size and type). CIVIC Section 504.4.2. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 304.4.4 City of Carlsbad CBR2019-0409 03/06/2019 ELECTRICAL All new residential units shall include provisions specifically designed to allow the later installation of any system which utilizes solar energy as an alternative energy source. No building permit shall be issued unless the piping or conduit and roof penetration details required pursuant to this section are indicated in the building plans. PLUMBING An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) 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). Sheet E2.01 is showing a bib for irrigation hook up. Will this be recycled water? If so, the City of Carlsbad requires the installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply line before it enters the building. Please include the location and specifications for this fitting on the plumbing plans. (The City Engineer has a detail available, Standard drawing W35). RESIDENTIAL GREEN BUILDING STANDARDS Please update California Green Building Standards Code Division 4.303 notes 4.303.1.3.1, 4.303.1.3.2, and table under 4.303.2 on sheet A0.01. END OF REVIEW 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 L3 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 Ryan Murphy at EsGil. Thank you. ENVISION ENGINEERING, INC. 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PHONE: 858 246 7734 RECEI VED OCT 09 2019 CITY OF CARLSBAD BUILDING DIVISION STRUCTURAL CALCULATIONS DATE: 9/26/19 PROJECT: FERRI RESIDENCE DESIGNER: DTV DESIGNS Enclosed Partially Enélosed 22.62 22.62 24.60 24.60 26.19 26.19 27.78 27.78 30.16 30.16 32.14 32.14 33.73 33.73 35.32 35.32 36.90 36.90 38.09 38.09 39.28 39.28 envision engineering, inc. . Project Title: FERRI RESIDENCE 565 Pearl St. - Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 I IBC 2015 1609.6 Alternate All-Heights Wind Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 . DESCRIPTIO WIND FORCES Analytical Values Calculations per IBC 2015 1609.6 User verified these IBC 2015 All-Heights Wind Method I Analytical Values... 1609.6.1 (1) :Total Height <= 75 ft with (Height! Least Width) <=4 Exposure Category, ASCE 7-10 Sect 21 Exposure B -or- Fundamental frequency >= 1 hertz Mean Roof Height 12.50 ft 1609.6.1 (2) :Not sensitive to dynamic effects Topographic Factor per ASCE 7-10 Sec 26 1609.6.1 (3) site not affected by channeling/buffeting from upwind items Ki = 0.250 K2 = 1.0 K3 = 1.0 1609.6.1 (4) simple diaphragm building per ASCE 7-10 Sec 26.2 Force Kzt to 1.0 per ASCE 7-10 26.8.2 Yes 1609.6.1 (5) Aware of ASCE 7 provisions for open buildings, multispan ga Topographic Factor Kzt = (1+K1*1<2*1<3)A. 1.000 roofs, stepped roofs, sawtooth roofs, domed roofs, roofs with V: Basic Wind Speed 110.0 mph slopes >45 deg, solid free standing walls & signs. per ASCE 7-10 26.5.1 1609.6.4.1: Aware of need to check torsion per ASCE 7 Fig. 27.4-8 MWFRS Table per IBC 2015 1609.6.2, Section 1 Design Pressure P = 0.00256 VA K C K psf z net zt WINDWARD WALLS & PARAPETS .---------------------WALLS -------------------------------- PARAPETS -------------- Kz based on ibc 2015 1609.6.4.2 Item 1 Height Kz 0-15' 0.570 20' 0.620 25' 0.660 30' 0.700 40' 0.760 50' 0.810 60' 0.850 70' 0.890 80' 0.930 90' 0.960 100' 0.990 Enclosed +lnternal -Internal Partially Enclosed +Internal -Internal 7.60 12.90 1.94 18.55 8.26 14.03 2.11 20.18 8.80 14.94 2.25 21.48 9.33 15.84 2.39 22.79 10.13 17.20 2.59 24.74 10.80 18.33 2.76 26.37 11.33 19.24 2.90 27.67 11.86 20.14 3.03 28.97 12.40 21.05 3.17 30.27 12.80 21.72 3.27 31.25 13.20 22.40 3.38 32.22 Enclosed Partially Enclosed LEEWARD & SIDEWALLS +lnternal -Internal +lnternal -Internal I<z based on IBC 2015 1609.6.4.2 Item 2 0.570 Leeward Wall -9.01 -3.71 . -14.67 1.94 Side Wall -11.66 -6.18 -17.14 0.71 Parapet Wall: Leeward Both Directions -15.02 Both Directions -15.02 envision engineering, Inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 I IBC 2015 1609.6 Alternate All-Heights Wind DESCRIPTIO WIND FORCES Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.27 MWFRS per IBC 2015 Table 1609.6.2 Section 1 / Kz per IBC 2015 1609.6.4.2 Item 2 = 0.570 Design Pressure P = 0.00256 VA2 K z C K net zt WIND PERPENDICULAR TO RIDGE psf Enclosed Partially Enclosed +InternaI -Internal +Internal -Internal Leeward Roof or Flat Roof -11.66 -6.18 -17.14 -0.71 Windward Roof Slop Slope <2:12 (10 deg) Condition 1 -19.26 -13.96 -24.91 -8.30 Condition 2 -4.95 0.35 -10.60 6.01 Slope <4:12 (18 deg) Condition 1 -12.90 -7.42 -18.38 -1.94 Condition 2 -0.88 4.42 -6.54 10.07 Slope <5:12 (23 deg) Condition 1 -10.25 -4.95 -15.90 0.71 Condition 2 0.53 6.01 -5.12 11.49 Slope < 6:12 (27 deg) Condition 1 . -8.30 -2.83 -13.78 2.65 Condition 2 1.06 6.54 -4.42 12.02 Slope <7:12 (30 deg) Condition 1 -6.54 -1.06 -12.02 -4.59 Condition 2 1.24 6.54 -4.42 12.19 Slope<9:12 (37 deg) Condition 1 -4.77 0.71 -10.25 6.18 Condition 2 2.47 7.77 -3.18 13.43 Slope < 12:12 (45 deg 2.47 7.77 -3.18 13.43 WIND PARALLEL TO RIDGE All slopes including Flat Roofs -19.26 -13.96 -24.91 -8.30 Roof & Overhang Components & Cladding per IBC 2015 Table 1609.6.2, Section 2 & 3 Design Pressure P = 0.00256 VA K C K z net zt Description Continuity Item Type Eff. ftA Kz Enclosed Partially 2 Enclosed No Discontinuity Gable, Slope < 6:12 10.00 0.570 +: 0.00 0.00 -: 0.00 0.00 Wall & Parapet Components & Cladding per IBC 2015 Table 1609.6.2, Section 4 & 5 Design Pressure P = 000256 VA K C K z net zt Z, Ht. Above Ground Eff. Area Kz Enclosed Partially Description Continuity Item Type Level, ft ftA2 Enclosed No Discontinuity Wall Elements, hc=60 ft 25 10.00 0.66 +: 20.46 27.01 -: -22.30 -28.64 envision engineering, inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 I Wood Beam Software copvriaht ENERCALC. INC. 1983-2019, Bufld:10.19.1.27 DESCRIPTIO TYP. BEAM TO SUPPORT RB-2 + RB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties - Analysis MethoAllowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasti Load CombinatlBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - x 1,016.54 ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(1.2),Lr(1.8) 3.5x11.875 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0130, Lr = 0.020 ksf, Tributary Width = 8.0 ft Point Load: D= 1.20, Lr= 1.80 k@4.750ft Maximum Bending Stress Ratio = 0.4071 Maximum Shear Stress Ratio = 0.249:1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb : Actual = 1,473.87 psi fv : Actual = 90.14 psi FB : Allowable = 3,625.00 psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 4.7501t Location of maximum on span = 8.529 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.087 in Ratio = 1304 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.145 in Ratio = 785>=180 Max Upward Total Deflection 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 CFN C1 Cr Cm C t CL M fb F'b V fv F'v +D+H . 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.225 0.137 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 2610.00 0.99 35.84 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 100 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.202 0.124 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 2900.00 0.99 35.84 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.50ft 1 0.407 0.249 1.25 1.000 1.00 1.00 1.00 1.00 1.00 10.10 1,473.87 3625.00 2.50 90.14 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.176 0.107 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 3335.00 0.99 35.84 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.345 0.211 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.58 1,252.13 3625.00 2.12 76.57 362.50 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 envision engineering, Inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 I Wood Beam Software coowiaht ENERCALC. INC. 1983-2019, Build:10.19.1.27 DESCRIPTIO TYP. BEAM TO SUPPORT RB-2 + RB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb Fb V fv Fv Length = 9.50 ft 1 0.176 0.107 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 3335.00 0.99 35.84 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =9.50ft 1 0.126 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 4640.00 0.99 35.84 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 . 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.126 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 4640.00 0.99 35.84 464.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.270 0.165 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.58 1,252.13 4640.00 2.12 76.57 464.00 +D+0.750L+0.750S+0.450W4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.50ft 1 0.126 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 4640.00 0.99 35.84 464.00 +D+0.750L+0.750S+0.5250E . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 9.50ft 1 0.126 0.077 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.02 586.91 4640.00 0.99 35.84 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.076 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 352.15 4640.00 0.60 21.50 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.076 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.41 352.15 4640.00 0.60 21.50 464.00 Overall Maximum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. '+' Defi Location in Span +D+Lr+H 1 0.1451 4.785 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.754 2.754 Overall MINimum 1.660 1.660 +D+H 1.094 1.094 +D+L+H 1.094 1.094 +Di-Lr+H 2.754 2.754 +D+S+H 1.094 1.094 +D+0.750Lr+0.750L+H 2.339 2.339 +D+0.750L+0.7505+H 1.094 1.094 +D+0.60W+H 1.094 1.094 +D+0.70E+I-4 1.094 1.094 +D+0.750Lr+0.750L+0.450W+H 2.339 2.339 +D+0.750L+0.750S+0.450W+N 1.094 1.094 +D+0.750L+0.750S+0.5250E+H 1.094 1.094 +0.60D+0.60W+0.60H 0.656 0.656 +0.60D+0.70E+0.60H 0.656 0.656 D Only 1.094 1.094 Lr Only 1.660 1.660 L Only S Only W Only EOnly - H Only ENVISION ENGINEERING, INC. 565 PEARL ST. SUITE 209. LA JOLLA, CA 92037 PHONE: 858 246 7734 STRUCTURAL CALCULATIONS DATE: 10/26/18 PROJECT: FERRI RESIDENCE DESIGNER: DTV DESIGNS 19-0409 u nniOWLES AVE FERRI: 1900 SF SFD/ 525 SF GARAGE I 744 SF PATIO 1562313600 2/2112019 CBR20I 9-0409 Ii envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: LI Project Information Software copyright ENERCALC, INC. 1983-2618, Build:10.18.9.30 Lic. Licensee : Envision Engineering, Inc., KW-060115K, Project Title : FERRI RESIDENCE Description I.D. Address Project Leader Phone : Fax : eMail Project Notes ROOF DL=13 PSF ROOF LL20 PSF envision engineering, inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 rWood Beam Software coovnaht ENERCALC. INC. 118 ui :10.18.9.30. Description: TYP. ROOF JOIST 2X10 @24'O.C. CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis MethodlowabIe Stress Design Fb + 900.0 psi E: Modulus of Elasti Load CombinaOBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0ksi Fc - PrIl 1,350.0 psi Eminbend - x 580.0 ksi Wood Species Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade No.2 . Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increar D(0026Lr(0.04) 2x10 Span= 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0130, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY si*ir.iii•li Maximum Bending Stress Ratio = 0.7321 Maximum Shear Stress Ratio = 0.214:1 Section used for this span 2x10 Section used for this span 2x10 lb : Actual = 1,041 .34ps1 fv Actual = 48.04 psi FB : Allowable = 1,423.13 psi Fv : Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 7.500ft Location of maximum on span = 14.234 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.290 in Ratio = 621 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.478 in Ratio = 376>=180 Max Upward Total Deflection 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 CFN C 1 Cr Cm C t CL M lb Pb V N F'v +D+H 0.00 0.00 0.00 0.00 Length l5.Oft 1 0.400 0.117 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1024.65 0.18 18.93 162.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.360 0.105 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1138.50 0.18 18.93 180.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 15.0 ft 1 0.732 0.214 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.86 1,041.34 1423.13 0.44 48.04 225.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.313 0.091 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1309.28 0.18 18.93 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.621 0.181 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.58 883.56 1423.13 0.38 40.77 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.313 0.091 1.15 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1309.28 0.18 18.93 207.00 envision engineering, inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 Wood Beam Sofiwarecopynght ENERCALC. INC. 1983-2018. Build: 1O.18.9.30 . 1 Lic. # : KW-06011582 Licensee : Envision Engineering, Inc., Description: TYP. ROOF JOIST 2X10 @24"O.C. Load Combination Max Stress Ratios Moment Values - Shear Values Segment Length Span# - M V - Cd CFN C1 Cr Cm C t CL M fb Pb V N F'v +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 It 1 0.225 0.066 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1821.60 0.18 18.93 288.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.225 0.066 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1821.60 0.18 18.93 288.00 +D+0.750Lr+0.750L+0.45OViJ• 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.485 0.142 1.60 1.100 1.00 1.15 1.00 1.00 1.00 1.58 883.56 1821.60 0.38 40.77 288.00 +D+0.750L+0.7505+0.450W4 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.225 0.066 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1821.60 0.18 18.93 288.00 +D+0.750L+0.7505+05250E• 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.oft 1 0.225 0.066 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.73 410.23 1821.60 0.18 18.93 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.135 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.44 246.14 1821.60 0.11 11.36 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.Dft 1 0.135 0.039 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.44 246.14 1821.60 0.11 11.36 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Dell Location in Span +D+Lr+H 1 0.4777 7.555 -- 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 0.495 0.495 - Overall MiNimum 0.300 0.300 +D+H 0.195 0.195 +D+L+H 0.195 0.195 +D+Lr+H 0.495 0.495 +D+5+H 0.195 0.195 +D+0.750Lr+0.750L+H 0.420 0.420 +D+0.750L+0.750S+H 0.195 0.195 +D+0.60W+H 0.195 0.195 +D+0.70E+H 0.195 0.195 +D+0.750Lr+0.750L+0.450W+H 0.420 0.420 +D+0.750L+0.750S+0.450W+H 0.195 0.195 +D+0.750L+0.750S+0.5250E+H 0.195 0.195 +0.60D+0.60W+0.60H 0.117 0.117 +0.60D+0.70E+0.60H 0.117 0.117 0 Only 0.195 0.195 Lr Only 0.300 0.300 L Only S Only W Only E Only H Only envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: Wood•Beam Software copyright ENERCALC, INC. 190-2018. 8.i :10.18.9.30 Lic. # : KW-06011582 Licensee : Envision Engineering, Inc., KW-06011582 Description: RB-I CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 - Material Properties Analysis MethodIowable Stress Design Fb + 900.0 psi E: Modulus ófElasts Load CombinaOBC2OI5 Fb- 900.0 psi Ebend-xx - 1,600.0ks1 Fc - Pill 1,350.0 psi Eminbend - x 580.0 ksi Wood Species Douglas Fir-Larch Fc - Perp Wood Grade No.2 Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 625.0 psi 180.0 psi 575.0 psi Density 31.210pcf I D(0.117) Lr(0.18) 7 9 9 4x12 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0130, Lr = 0.020 ksf, Tributary Width = 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.824 1 Maximum Shear Stress Ratio = Section used for this span 4x12 Section used for this span lb : Actual = 1,019.79ps1 fv : Actual = FB : Allowable = 1,237.50 psi Fv: Allowable = Load Combination +D+Lr+H Load Combination Location of maximum on span = 6.500ft Location of maximum on span = Span # where maximum occurs = Span # I Span # where maximum occurs = 0.282 :1 4x12 63.34 psi 225.00 psi +D+Lr+H 12.099ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.175 in Ratio = 890 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.289 in Ratio= 539>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 I Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Values -__Moment Shear Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL -M fb_- Fb V fv F'v 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.451 0.154 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 891.00 0.66 24.95 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.406 0.139 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 990.00 0.66 24.95 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.824 0.282 1.25 1.100 1.00 1.00 1.00 1.00 1.00 6.27 1,019.79 1237.50 1.66 63.34 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.353 0.21 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1138.50 0.66 24.95 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.699 0.239 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.32 865.28 1237.50 1.41 53.75 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =13.oft 11 0.353 0.121 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1138.50 0.66 24.95 207.00 envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: WoodIBeam Software copyright ENERCALC, INC. 11983-20M, Build:10.18.9.30 KW -06011582 - - - - Licensee Envision Engineering, Inc., KW-06011582 Description: RB-I Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V - Cd CFN C1 Cr Cm C t CL M fb Pb V fv F'v +6+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.254 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1584.00 0.66 24.95 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.254 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1584.00 0.66 24.95 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.546 0.187 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.32 865.28 1584.00 1.41 53.75 288.00 +D+0.750L+0.7505+0.450W-. 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.254 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1584.00 0.66 24.95 288.00 +D+0.750L+0.7505+0.5250E• 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.254 0.087 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.47 401.74 1584.00 0.66 24.95 288.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 It 1 0.152 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.48 241.04 1584.00 0.39 14.97 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 13.oft 1 0.152 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.48 241.04 1584.00 0.39 14.97 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+ Deft Location in Span +D+Lr+H 1 0.2889 6.547 -- 0.0000 0.000 - Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MAXiñÜi 1.931 1.931 -- - - Overall MiNimum 1.170 1.170 +D+H 0.761 0.761 +D+L+H 0.761 0.761 +D+Lr+H 1.931 1.931 +D+S+H 0.761 0.761 +D+0.750Lr+0.750L+H 1.638 1.638 +D+0.750L+0.750S+H 0.761 0.761 +D+0.60W+H 0.761 0.761 +D+0.70E+H 0.761 0.761 +D+0.750Lr+0.750L+0.450W+H 1.638 1.638 +D+0.750L+0.7505+0.450W+H 0.761 0.761 +D+0.750L+0.750S+0.5250E+H 0.761 0.761 +0.60D+0.60W+0.60H 0.456 0.456 +0.60D+0.70E+0.60H 0.456 0.456 D Only 0.761 0.761 LrOnly 1.170 1.170 L Only S Only W Only EOnly HOnly envision engineering, Inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 Wood Beam Software coovnqht ENERcAIc. INC. 1983-2018. B10.18.9.30il RB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis MethodlowabIe Stress Design Fb + 2,900.0 psi E: Modulus of Elasti Load CombinatBC 2015 Fb - 2,900.0 psi Ebend- xx 2,000.0k5i Fc - Pill 2,900.0 psi Eminbend - x 1,016.54ks1 Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 3.5x11.875 Span= 19.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number I Varying Uniform Load: D= 0.0->0.0130, Lr= 0.0->0.020 ksf, Extent = 0.0 -'> 8.50 ft. Trib Width = 10.0 ft Varying Uniform Load: D= 0.0130->0.O, Lr= 0.020->0.0 ksf, Extent = 8.50 ->> 19.0 ft. Trib Width = 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.3751 Maximum Shear Stress Ratio = 0.153:1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 lb:Actual = 1.359.12psi fv:Actual = 55.59 psi FB : Mowable = 3,625.00 psi Fv: Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.015ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.363 in Ratio= 627 >=360 0.000 in Ratio= 0<360 0.599 in Ratio= 380>=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 CFN C1 Cr Cm C CL M lb Pb V Iv Fv 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.205 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 2610.00 0.61 21.90 261.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.185 0.076 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 2900.00 0.61 21.90 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.375 0.153 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.32 1,359.12 3625.00 1.54 55.59 362.50 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 envision engineering, inc. 565 Pearl St. ste. 209 San diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: WoodIITI:I.till Software copyright ENERCALC. INC. 19"18, Ilf L). Lic. # KW-06011582 Licensee : Envision Engineering, Inc., KW-06011582 Description: RB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN C1 Cr Cm C t CL M fb Pb V fv F'v Length = 19.0 ft 1 0.161 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 3335.00 0.61 21.90 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 19.0 ft 1 0.318 0.130 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,153.19 3625.00 1.31 47.17 362.50 +D+0.750L+0.750S+H a 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.161 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 3335.00 0.61 21.90 333.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =19.Oft 1 0.115 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 4640.00 0.61 21.90 464.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft I • 0.115 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 4640.00 0.61 21.90 464.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.249 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.91 1,153.19 4640.00 1.31 47.17 464.00 +D+0.750L+0.750S+0.450W4 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.115 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 4640.00 0.61 21.90 464.00 +D+0.750L+0.7505+0.5250E• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.115 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.67 535.41 4640.00 0.61 21.90 464.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.069 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.20 321.25 4640.00 0.36 13.14 464.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1:00 1.00 0.00 0.00 0.00 0.00 Length = 19.0 ft 1 0.069 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.20 321.25 4640.00 0.36 13.14 464.00 Overall Maximum Deflections Load Combination Span Max.!-" Defi Location in Span Load Combination Max. "+ Defi Location in Span +D+Lr+H 1 0.5992 • 9.431 , 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum - 1.559 1.403 Overall MiNimum 0.945 0.850 +D+H 0.614 0.553 +D+L+H 0.614 0.553 +D+Lr+H 1.559 1.403 +D+S+H 0.614 0.553 +D+0.750Lr+0.750L+H 1.323 1.190 +D+0.750L+0.750S+H 0.614 0.553 +D+0.60W+H 0.614 0.553 +D+0.70E+H 0.614 0.553 +D+0.750Lr+0.750L+0.450W+H 1.323 1.190 D+0.750L+0.750S+0.450W+H 0.614 0.553 +D+0.750L+0.7505+0.5250E+H 0.614 0.553 +0.60D+0.60W+0.60H 0.368 0.332 +0.600+0.70E+0.60H 0.368 0.332 D Only 0.614 0.553 Lr Only 0.945 0.850 L Only S Only W Only E Only H Only envision engineering, Inc. Project Title: FERRI RESIDENCE 565 Pearl St. - Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 rWood Beam Software copyriqht ENERCAL.C. INC. 1983-2018. Build:10.18.9.30 Description: RB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis MethoJlowable Stress Design Fb + 900 psi E: Modulus of Elasti Load CombinatBC 2015 Fb - 900 psi Ebend xx 1600k51 Fc - PrIl 1350 psi Eminbend - x 580ksi Wood Species Douglas Fir-Larch . Fc - Perp 625 psi Wood Grade No.2 Fv 180 psi Ft 575p51 Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.091)Lr(0.14) 9 V V 9 4x12 Span = 15.0 ft Applied Loads Uniform Load: D =0.0130, Lr = 0.020 ksf, DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span lb: Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service loads entered. Load Factors will be applied for calculations. Tributary Width = 7.0 It - 0.8531 Maximum Shear Stress Ratio = 4x12 Section used for this span 1,056.00psi fv: Actual = 1,237.50 psi Fv: Allowable = +D+Lr+H Load Combination 7.500 ft . Location of maximum on span = Span # 1 Span # where maximum occurs = 0.241 in Ratio = 745>=360 0.000 in Ratio= 0<360 0.398 in Ratio= 451>=180 0.000 in Ratio= 0<180 0.257: 1 4x12 57.61 psi 225.00 psi +D+Lr+H 14.069 ft. Span # 1 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 fb Pb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.467 0.141 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 891.00 0.60 22.77 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.420 0.127 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 990.00 0.60 22.77 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.853 0.257 1.25 1.100 1.00 1.00 1.00 1.00 1.00 6.50 1,056.00 1237.50 1.52 57.81 225.00 +D+5+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 15.oft 1 0.365 0.110 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 1138.50 0.60 22.77 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.724 0.218 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.51 896.00 1237.50 1.29 49.05 225.00 +D+0.750L+0.7505+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.365 0.110 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 1138.50 0.60 22.77 207.00 envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: Wood Beam Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.30 Lic. # : KW-06011582 Licensee Envision Engineering, Inc., KW-06011582 Description: RB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M fb F'b V Iv Fv +D+0.60W+H 1.100 1001.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.263 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 1584.00 0.60 22.77 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.263 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 1584.00 0.60 22.77 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.566 0.170 1.60 1.100 1.00 1.00 1.00 1.00 1.00 5.51 896.00 1584.00 1.29 49.05 288.00 +D+0.750L+0.7505+0.450W4 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.263 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 1584.00 0.60 22.77 288.00 +D+0.750L+0.750S+0.5250E 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.263 0.079 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.56 416.00 158400 0.60 22.77 288.00 +0.600+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.158 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.54 249.60 1584.00 0.36 13.66 288.00 +0.600+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.158 0.047 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.54 249.60 1584.00 0.36 13.66 288.00 Overall Maximum Deflections - Load combination Span Max. "- Defi Location in Span Load Combination Max. '+" Defi Location in Span +D+Lr+H - 1 0.3983 7.555 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 V?all MAXimum 1.733 1.733 Overall MINimum 1.050 1.050 +D+H 0.683 0.683 +D+L+H 0.683 0.683 +D+Lr+H 1.733 1.733 +D+S+H 0.683 0.683 +D+0.750Lr+0.750L+H 1.470 1.470 +D+0.750L+0.750S+H 0.683 0.683 +D+0.60W+H 0.683 0.683 +D+0.70E+H 0.683 0.683 +D+0.750Lr+0.750L+0.450W+H 1.470 1.470 +D+0.750L+0.750S+0.450W+H 0.683 0.683 +D+0.750L+0.7505+0.5250E+H 0.683 0.683 +0.60D+0.60W+0.60H 0.410 0.410 +0.60D+0.70E+0.60H 0.410 0.410 D Only 0.683 0.683 LrOnly 1.050 1.050 L Only S Only W Only E Only H Only envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: WoodIBeam - Lic. #: KW-06011582 Licensee : Envision Engineering, Inc., KW0601158 Description: RB-4 CODE REFERENCES - Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Cmbinaffon Set: IBC 2015 Material Properties Analysis Methollowable Stress Design Fb + 900.0 psi E: Módulus of Elasti Load CombinatBC 2015 Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,350.0 psi Eminbend - x 580.0ksi Wood Species Douglas Fir-Larch . Fc - Perp 625.0 psi Wood Grader No.2 . Fv Ft 180.0 psi 575.0 psi. Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling - - -- . D(0.091)Lr(O.14) 4x12 Span= 16.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0130, Lr = 0.020 ksf, Tributary Width = 7.0 ft - DESIGN SUMMARY ..,1,, Maximum Bending Stress Ratio = ................ 0.97t I . ....... Maximum Shear Stress Ratio = 0.276: I Section used for this span 4x12 Section used for this span 4x12 lb : Actual = 1,201 .49ps1 fv: Actual . ,=. 62.18 psi F8: Allowable = 1,237.50 psi Fv: Allowable V . = 225.00 psi Load Combination +D+Lr+H Load Combination Location of maximum on span = 8.000ft Location of maximum on span = 15.066 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1, Maximum Deflection Max Downward Transient Deflection 0.313 in Ratio = 614'=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.516 in Ratio = 372>=180 Max Upward Total Deflection 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 C1 Cr Cm C t CL M fbF'b -_V fv Pv +D+H 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.531 0.151 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 891.00 0.64 24.49 162.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.478 0.136 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 990.00 0.64 24.49 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.971 0.276 1.25 1.100 1.00 1.00 1.00 1.00 1.00 7.39 1,201.49 1237.50 1.63 62.18 225.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.416 0.118 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1138.50 0.64 24.49 207.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 160 ft 1 0.824 0.234 1.25 1.100 1.00 1.00 1.00 1.00 1.00 6.27 1019.45 1237.50 1.38 52.76 225.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.416 0.118 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1138.50 0.64 24.49 207.00 envision engineering, inc. Project Title: FERRI RESIDENCE - 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 Twood Beam - Software copyright ENERCALC, INC. 1983-2018, 6uild:10.18.9.3i iii Description: RB-4 Load Combination Max Stress Ratios Values_- - - Moment Shear Values Segment Length Span# M V Cd CFN C, Cr Cm Ct CL M fb Pb V fv F'v +5+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.299 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1584.00 0.64 24.49 288.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 - 0.00 0.00 Length = 16.0 ft 1 0.299 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1584.00 0.64 24.49 288.00 +D+0.750Lr+0.750L+0.450W- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft I 0.644 0.183 1.60 1.100 1.00 1.00 1.00 1.00 1.00 6.27 1019.45 1584.00 1.38 52.76 288.00 +D+0.750L+0.7505+0.45OW-. 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.299 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1584.00 0.64 24.49 288.00 +D+0.750L+0.750S+0.5250E- 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.299 0.085 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.91 473.32 1584.00 0.64 24.49 288.00 +0.600+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.179 0.051 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.75 283.99 1584.00 0.39 14.70 288.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.179 0.051 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.75 283.99 1584.00 0.39 14.70 288.00 Overall Maximum Deflections * Load Combination Span Max. '-' Deft Location in Span Load Combination Max. "+ Dell Location in Span 1 0.5156 8.058 - 0.0000 0.000 - Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 iraliMAXimum 1.848 1.848 Overall MINimum 1.120 1.120 +D+H 0.728 0.728 +D+L+H 0.728 0.728 +D+Lr+H 1.848 1.848 +D+S+H 0.728 0.728 +D+0.750Lr+0.750L+H 1.568 1.568 +D+0.750L+0.750S+H 0.728 0.728 +D+0.60W+H 0.728 0.728 +D+0.70E+H 0.728 0.728 +D+0.750Lr+0.750L+0.450W+H 1.568 1.568 +D+0.750L+0.750S+0.450W+H 0.728 0.728 +D+0.750L+0.750S+0.5250E+H 0.728 0.728 +0.60D+0.60W+0.60H 0.437 0.437 +0.60D+0.70E+0.60H 0.437 0.437 O Only . - 0.728 0.728 LrOnly 1.120 1.120 L Only S Only WOnly EOnly H Only envision engineering, inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 Wood Beam Software copyright ENERCALC. INC. 1983-2018, Build:10.18.9.30 1 Description: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties CODE REFERENCES Analysis MethocAllowable Stress Design Fb + 900.0 psi E: Modulus of Elasfi Load CombinatBC 2015 Fb 900.0 psi Ebend- xi 1,600.0ks1 Fc - Pill 1,350.0 psi Eminbend - x 580.0ks1 Wood Species Douglas Fir-Larch . Fc - Pep . 625.0 psi Wood Grade No.2 Fv 180.0 psi Ft 575.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.078) Lr(0.12) 9 9 4x6 Span = 5.0 It Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0130, Lr = 0.020 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY )sic1n C Maximum Bending Stress Ratio = 0.28a I Maximum Shear Stress Ratio = 0.140 :1 Section used for this span 4x6 Section used for this span 4x6 - 11b: Actual = 420.78ps1 fv : Actual = 31.53 psi FB Allowable = 1,462.50 psi Fv Allowable . - . 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 2.500ft - 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 0.022 in Ratio = 2744 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.036 in Ratio = 1663>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Values - Moment Shear Values Segment Length Span# M V Cd CF,v C1 Cr Cm C t CL M fb F'b -_V +1 -- 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.157 0.077 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1053.00 0.16 12.42 162.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 5.oft 1 0.142 0.069 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1170.00 0.16 12.42 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.288 0.140 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.62 420.78 1462.50 0.40 31.53 225.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.123 0.060 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1345.50 0.16 12.42 207.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.244 0.119 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.53 357.02 1462.50 0.34 26.76 225.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.123 0.060 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1345.50 0.16 12.42 207.00 envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: - Wood Beam Description: R13-5 TYP. HEADER Load Combination Max Stress Ratios Segment Length Span # M V - Cd CFN Cu Cr Cm C t CL opyright ENERCAIC. INC. MEMIMMM Moment Values M fb Pb BuiId:10.18.930 Shear Values V fv F'v rljru.uvvvrfl I..vu I.uu I.uu I.uu I.vu l.uu U.UU U.UU U.UU U.UU Length = 5.0 ft 1 0.089 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1872.00 0.16 12.42 288.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.089 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1872.00 0.16 12.42 288.00 +D+0.750Lr+0.750L+0.450W- 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.191 0.093 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.53 357.02 1872.00 0.34 26.76 288.00 +D+0.750L+0.750S+0.450W4 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.089 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1872.00 0.16 12.42 288.00 +D+0.750L+0.750S+0.5250E• 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.089 0.043 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.24 165.76 1872.00 0.16 12.42 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 5.Oft 1 0.053 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.46 1872.00 0.10 7.45 288.00 +0.600+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 5.0ft 1 0.053 0.026 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 99.46 1872.00 0.10 7.45 288.00 Overall Maximum Deflections Load Combination Span Max. -" Dell Location in Span Load Combination Max. "+' + Dell Location in Span 1 0.0361 2.518 0.0000 0.000 Vertical Reactions - Support notation: Far left is W Values in KIPS Load Combination Support I Support 2 - 0vera11 MAXimum 0.495 0.495 Overall MiNimum 0.300 0.300 +D+H 0.195 0.195 +D+L+H 0.195 0.195 +D+Lr+H 0.495 0.495 +D+S+H 0.195 0.195 +D+0.750Lr+0.750L+H 0.420 0.420 +D+0.750L+0.750S+H 0.195 0.195 +D+0.60W+H 0.195 0.195 +D+0.70E+H 0.195 0.195 +D+0.750Lr+0.750L+0.450W+H 0.420 0.420 +D+0.750L+0.750S+0.450W+H 0.195 0.195 +D+0.750L+0.750S+0.5250E+H 0.195 0.195 +0.60D+0.60W+0.60H 0.117 0.117 +0.60D+0.70E+0.60H 0.117 0.117 0 Only 0.195 0.195 LrOnly 0.300 0.300 LOnly S Only WOnly EOnIy - H Only 0.00180 when footing base is below = 1.0:1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes . = when max. length or width IS greater than No No 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bean = 1.50 ksf Increase Bearing By Footing Weight = No Soil Passive Resistance (for Sliding) = 250.0 pcf Soil/Concrete Friction Coeff. = 0.30 Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 1.50 It ksf ft ksf ft. z - ...... - - Ai L. :..1 . I 1 kW envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Desci: General Footing Software copyright ENERCALC, INC. 1983-2018. 8u11d:10.18.9.30. I Description: TYP. PAD FOOTING Code References Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2015 General Information Material Properties f C: Concrete 28 day strength = fy: Rebar Yield = Ec: Concrete Elastic Modulus = Concrete Density = Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Mm. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 2 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 18.0 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X-X Axis - Number of Bars -. 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bandwidth Ditribution Check (ACI 15.4.4.2) Direction Requiring Closer Separatio n/a # Bars required within zone n/a X-X Snow Lookkv fa +z # Bars required on each side of zone n/a Applied Loads -D Lr I S W E H. P: Column Load = 1.50 2.50 k OB : Overburden = ksf -.. ..............-..'-.... . M-xx = . k-ft M-zz = k-ft V-x = k V-z = Ic envision engineering, inc. 565 Pearl St. ste. 209 san diego, CA 92037 858-246-7745 Project Title: FERRI RESIDENCE Engineer: Project ID: Project Descr: General Footing 1i Software copyright ENERCALC. INC. 1983-2018; Build:10.18.930 . 1 ILic. # KW-06011582 Licensee : Envision Engineering, Inc., KW-06011582 Description: TYP. PAD FOOTING DESIGN SUMMARY Mm. Ratio Item . Applied Capacity 71 MIN HE Governing Load Combination PASS 0.8120 Soil Bearing 1.218 ksf 1.50 ksf +D+Lr+H about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding - PASS n/a Sliding:. Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02397 Z Flexure (+X) 0.7250 k-ft/ft 30.243 k-ft/ft +1.200+1.60Lr+0.50L+1 .60H PASS 0.02397 Z Flexure (-X) 0.7250 k-ft/ft 30.243 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02397 X Flexure (+Z) 0.7250 k-ft/ft 30.243 k-ft/ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02397 X Flexure (-Z) 0.7250 k-ft/ft 30.243 k-ft/ft +1.200+1.60Lr+0.50L+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 i-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a I-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a I-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 3.967 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H Detailed Results Soil Bearing ______________ Rotation Axis & Re-cc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -z lop, +Z Left, -x Right, '-X Ratio X-X, +D+H 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+L+H 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+Lr+H 1.50 n/a 0.0 1.218 1.218 n/a n/a 0.812 X-X, +D+5+H 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+0.75OLr+0.750L+H 1.50 n/a 0.0 1.061 1.061 n/a n/a 0.707 X-X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+.w+H 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+0.70E+H 1.50 We 0.0 0.5925 0.5925 We n/a 0.395 X-X, +D+0.75OLr+0.750L+0.450J 1.50 n/a 0.0 1.061 1.061 n/a n/a 0.707 X-X, +D+0.750L+0.750S+0.450W 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +D+0.7501+0.750S+0.5250E 1.50 n/a 0.0 0.5925 0.5925 n/a n/a 0.395 X-X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3555 0.3555 n/a n/a 0.237 X-X, +0.60D+0.70E+0.60H 1.50 We 0.0 0.3555 0.3555 n/a n/a 0.237 Z-Z, +D+H 1.50 0.0 We n/a n/a 0.5925 0.5925 0.395 Z-Z, +D+Li-H 1.50 0.0 n/a n/a n/a 0.5925 0.5925 0.395 Z-Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 1.218 1.218 0.812 Z-Z, +D+5+H 1.50 0.0 n/a n/a n/a 0.5925 0.5925 0.395 Z-Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.061 1.061 0.707 Z-Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.5925 0.5925 0.395 Z-Z, +D+O.QW+H 1.50 0.0 n/a n/a n/a 0.5925 0.5925 . 0.395 Z-Z, +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5925 0.5925 0.395 Z-Z. +D+.750Lj+0.750L+0.450y 1.50 0.0 n/a n/a n/a 1.061 1.061 0.707 Z-Z. +D+0.750L+0.7505+0.450W 1.50 0.0 n/a n/a n/a 0.5925 0.5925 . 0.395 Z-Z. +D+0.750L+0.7505+0.5250E 1.50 0.0 n/a n/a n/a 0.5925 0.5925 0.395 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 We n/a n/a 0.3555 0.3555 0.237 Z-Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3555 0.3555 0.237 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability . All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding envision engineering, inc. Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 - General Footing SoftwarecopynghtENERCALC INC 1983-2018 Build 1018930 Lic. # KW-06011582 Licensee : Envision Engineering, Inc., KW-06011582 Description: TYP. PAD FOOTING Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn Statusk-ft Surface in' inA2 in"2 k-ft 2 X-X, +1.40D+1.60H 0.2625 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.40D+1.60H . 0.2625 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50Lr+1.60L+1.60 0.3813 +Z Bottom 0.3888 Mn Temp % 0.4650 30.243 OK X-X, +1.20D+0.50Lr+1 .60L+1.6OI 0.3813 -Z Bottom - 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.2250 +Z Bottom 0.3888 Mm -Temp % 0.4650 30.243 OK X-X, +1.20D+1.60L+0.50S+1.60H 0.2250 -Z Bottom 0.3888 Min -Temp % 0.4650 30.243 OK X-X. +1.20D+1.60Lr+0.50L+1.60F 0.7250 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+1.60Lr-s-0.50L+1.60P 0.7250 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 - OK X-X, +1.200+1.60Lr+0.50W+1.60 0.7250 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X. +1.200+1.60Lr+0.50W+1.60 0.7250 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50L+1.605+1.60H 0.2250 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50L-'-1.60S+1.60H 0.2250 -Z Bottom 0.3888 Min Temp % 0.4650 .30.243 . OK X-X, +1.20D+1.60S+0.50W+1.601 0.2250 +Z Bottom ' 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+1.60S+0.50W+1.601 0.2250 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.5OLr+0.50L+W+1. 0.3813 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50Lr+0.50L+W+1. 0.3813 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50L+0.50S+W+1.i 0.2250 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50L+0.505+W+1.l 0.2250 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50L+0.70S+E+1.6 0.2250 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +1.20D+0.50Ls-0.70S+E+1.6 0.2250 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +0.90D+W+0.90H 0.1688 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +0.90D+W+0.90H 0.1688 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +0.90D-i-E+0.90H 0.1688 +Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK X-X, +0.90D+E+0.90H 0.1688 -Z Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.40D+1.60H 0.2625 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z. -*-1.40D+1.60H 0.2625 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50Lr+1.60L-f1.601- 0.3813 -X Bottom 0.3888 Mn Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.501r+1.60L+1.601- 0.3813 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60L+0.50S+1.60H 0.2250 +X Bottom 0.3888 Mn Temp % 0.4650 30.243 OK Z-Z, +1 .20D+1.60Lr+0.50L+1.601- 0.7250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60Lr+0.50L+1.601- 0.7250 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60 0.7250 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50L+1.605+1.60H 0.2250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50L+1.60S+1.60H 0.2250 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.2250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+1.60S+0.50W+1.601 0.2250 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.3813 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50Lr+0.50L+W+1. 0.3813 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50L+0.50S+W+1.( 0.2250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50L+0.50S+W+1.( 0.2250 +X Bottom 0.3888 Min Temp % '0.4650 30.243 OK Z-Z, +1.20D+0.50L+0.70S+E+1.6 0.2250 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +1.20D+0.50L+0.70S+E+1.6 0.2250 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z. +0.90D+W+0.90H 0.1688 -X Bottom 0.3888 Min Temp % 0.4650 30.243 OK Z-Z. +0.900+W+0.90H 0.1688 +X Bottom. 0.3888 Min Temp % 0.4650 30.243 OK Z-Z, +0.90D+E+0.90H 0.1688 -X Bottom 0.3888 Mn Temp % 0.4650 30.243 OK Z-Z. +0.90D+E+0.90H 0.1688 +X Bottom 0.3888 Min Temp % 0.4650 30.243 OK One Way Shear - Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max - Phi Vn Vu! Phi*Vn Status +1.40D+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50Lr+1.60L+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D-i-1.60L+0.50S+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.6QLr+0.501+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.200+1.6QLr+0.50W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.501+1.60S+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+1.60S+0.50W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.200+0.50L+0.50S+W+1.60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.20D+0.50L+0.70S+E+1 .60H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +0.90D+W+0.90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK envision engineering, inc. , Project Title: FERRI RESIDENCE 565 Pearl St. Engineer: ste. 209 Project ID: san diego, CA 92037 Project Descr: 858-246-7745 General Footing -2018, Build: 10.18.9.30 - Software ' copyright ENERCALC, INC. 1983 Lic. # KW-06011582 Licensee : Envision Engineering, Inc., KW-06011582 Description: TYP. PAD FOOTING One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK Two-Way "Punching" Shear - All units k Load Combination... Vu -PhrVn Vu I Phi*Vn - Status +1.40D+1.60H 1.44 psi 150.00psi 0.009576 OK +1.20D+0.50Lr+1.60L+1.60H 2.09 psi 150.00psi 0.01391 OK +1.20D+1.60L+0.50S+1.60H 1.23 psi 150.00psi 0.008208 OK +1.20D+1.60Lr*0.50L+1.60H 3.97 psi 150.00psi 0.02645 OK +1.20D+1.60Lr+0.50W+1.60H . 3.97 psi 150.00psi 0.02645 OK +1.20D+0.50L+1.60S+1.60H 1.23 psi 150.00psi 0.008208 OK +1.20D+1.60S+0.50W+1.60H ' 1.23 psi 150.00ps1 0.008208 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.09 psi 150.00psi . 0.01391 OK +1.20D+0.50L+0.50S+W+1.60H 1.23 psi 150.00psi 0.008208 OK +1.20D+0.50L+0.70S+E+1.60H 1.23 psi 150.00psi 0.008208 OK +0.90D+W+0.90H 0.92 psi 150.00psi 0.006156 OK +0.90D+E+0.90H 0.92 psi 150.00psi 0.006156 OK ENVISION ENGINEERING, INC. 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PROJECT: PHONE (858) 246 7745 DATE: SHEET: OF A1ILAL MIkE, (ifSl - (2.cof: (, WALL r-- ) (1+ -76 + par. w= U/W, I f1)(0 )(1)* FM— IPJ 1',2) OIlS ,ciqkzr $ION.ENIERJNG,.,iNI 565 PEARL ST. SUITE 209, LA JOLLA. CA 92037 PROJ6C. f3pfJ2'{, PHONE: (858) 246 7745 DATE SHEM. OF SHEARWAU. DESIGN DJREC1ION:: LEVEL" YLODF LINEA 0HEARWALLLENGTH:3l(Outf1I_(,l(z.i 2L .:SEISMICSHEAR= Z& , (i-f X 'H )z j .OVERNING: OVERTURNINGMOMENTO( (c ) RESSMGMCIMENT= 72, JSE:4k24t UNE -. SHEMWALLLENOTh 8EISMICSHEA124?Qflv X41 3_.7 k .UNrr3HEAR: OVERTURUG: oVERnJRN 11 k/ RE8I611NGMOME1Ta UPLIFT- 7.17 k JUSE:VA a vt s 1 PRoJEØT: DATh SHEETS OF 565 PEARL ST. SUITE 209, LA JOLLA. CA 92037 PHONE: (858) 246 7745 ALt DESIGN C:REc1.ioN:.t .i&) UNEC/i a1EAF.IA1LENGPI. III $S1.:I1k O 1U8E © ,ovEmwNO; OVERftRIGMOMNT RESISTINGNCMENT:; 9 ,I(I 4- LlE Me "!o- T ;U.NlT3H JUSE'Q GVE .0 MWIMOMENT: REStG MOMENT Ius RoJE M?V OF 565 PEARL ST. SUITE 209, LA JOLLA. CA 92037 PHONE: (858) 246 7745 &; It -sisi# .11, uNfl8HAR= Or24 rt 1usT i cl 'Ioc1'' RESISTING MOMEt1 ,/ .PJiá3, 1 RAMONA LUMBER COMPANY INC. P.O. BOX 1560 RAMONA CA, 92065 PH: 760-789-1080 FAX: 760-789-4958 425 MAPLE STREET RAMONA CA 92065 0 — - w (71 r'Jo) 03 .I —-- DC) - 0 w coo -Ti C, LEONARD@RAMONALUMBER.COM ; ED)RAMONALUMBER.COM ; Co KATHYRAMONALUMBER.COM oZO cn NEERING COVER SHEET iUl CI) a' (,) 0 co 1 TED & ELIZABETH KNOWLES co o CITY li' -9 U2 • 1/2' - cmpulEus4. nc bove plan provided for truss Iacement only. Refer to truss alculation and engineering • tructural drawings for all irther information. Building esigner/engineer of record re responsible for all non uss to truss connections. uilding designer/engineer frecord to review and pprove of all designs prior o construction. - - Job #: 16065 For: FERAl TED & ELI Plan: 1 Elev: A Name: - KNOWLES Address: - - - KNOWLES AVE CARLSBAD, CA 92008 Drawn By: Checked By: Revised Dates: 42'-0' Copyright CoinpuTnts, Inc. A I r II I U II II I U II I II I U II II I • I. I I I I I U I I LuEI I U_u I I UIl :1 UlI I November 16,2018 CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 2=) 0) 20 2-14=) -39) 2937 14- 3-) 01 211 20-10-1-749) 34 3-(-3142) 85 14-15-1 -43) 2947 3-15-) -692) 42 10-21=) 0) 716 4=(-2351) 96 15-16"( 0) 2646 15- 4-( -758) 21 21-21-(-372) 82 5-(-2172) 0 16-17=) 0) 2219 4-16=) -428) 141 6-(-1040) 0 17-18=) -971) 164 16- 5-) -20) 321 7=(-1071) 0 18-19=(-3541) 0 5-17-(-1021) 263 8-) 0) 1037 19-20=(-1616) 0 17- 6-1 0) 942 9-C 01 3036 20-21=) -724) 0 17- 7-) 0) 1574 9-10=) 0) 1368 21-12") -161) 419 7-18-11-1048) 0 10-11=) -229) 268 18- 8-) 0) 2146 11-12=) -459) 181 19- 8-) -74) 29 12-13=) 0) 15 19- 9-(-1390) 46 9-20-) 0) 615 BEARING MAX VERT MAX HORS BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 01- 0.0" -63/ 922V -152/ 147H 5.50" 1.48 OF C 625) 26'- 2.5" 0/ 2215V 0/ ON 3.50" 3.54 OF C 625) 42- 0.0" -63/ 362V 0/ ON 5.50" 0.58 OF C 625) LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" TC: 2x6 OF SS LOAD DURATION INCREASE 1.25 BC: 2x6 OF SS SPACED 24.0" O.C. WEBS: 2x4 OF STUD; 2x6 DF SS A LOADING LL( 20.0)+OL( 10.0) ON TOP CHORD = 30.0 PSF TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD 40.0 PSF OVERHANGS: 13.7" 13.3" LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. 14-2.555 where shown; Jts:3,5,10,16,20-21 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT HON-CONCURRENTLY. Weight: 232.91 lb I VERTICAl. DEFLECTION LIMITS: LL-L/240, TL-L1180 MAX LL DEFL - 0.000" 8 -1'- 0.9" Allowed - 0.114" MAX TL CREEP DEFL = -0.001" 9 -1'- 0.9" Allowed 0.153" MAX LL DEFL -0.140" 9 11'- 9.5" Allowed - 1.287" MAX TL CREEP DEFL -0.421 9 11'- 9.5" Allowed - 1.717" MAX LL DEFL = 0.018" 9 35'- 1.6" Allowed 0.752" MAX TL CREEP DEFL - -0.026" 8 36'- 3.7" Allowed - 1.003" MAX LL DEFL - 0.000" 9 431- 0.7 Allowed 0.111" MAX TL CREEP DEFL = -0.001" 9 43'- 0.7" Allowed 0.140- -11 11-09-08 7-02-08 7-02-08 15-09-08 1 6-10-04 4-11-04 13_08_02 3-06-06706-06 3-08-02'3-06-08 3-03 3-03 I 5-09 12 12 12 12 4.00 8.00 17 M-4x8 ] 8.00 3.00 4.0" 6 M-3X6 2 0 0 0% c6 X10 M=7X1 M 3x M-7X10 M 3x10 '1-7xi0 M1-7x1 14 1.5X3 20 21 0 2 2 25 8.00 8.00 1 69 M1SHS-3x14 0 12 12 . . 12 12 J. 6-08-08 5-01 3-04-10 3-09-14 3-09-14 3-04-10 4-07-08 4-04 6-10 11 11-09-08 7-02-08 7-02-08 15-09-08 1cOO 42-00 JOB NAME: KNOWLES - A Scale: 0.1215 WARNINGS: GENERAL NOtES, 455,HINImNe,etAL I. 6RHer aId ebI RNINalS 61RW beadHINd alaS Gewad liNes I. That design Is baudiNy opal the pee,wRH Italan met b for .wbHMdool Truss: A RH 2. 2x4cerequeselatwet,WaiNg Inst be brotallad stern dman*. IRNPeIN.,I.RH B 2. DenonaoIwuue Bp aId baltan dreIn BOO IatomUybnRH at a AAtBnts M.P.M OdIE RHlE 2a erdat IP Os. ,ntpNIltontyosteal bInned IlNE15lIIn1t their length by 00,0 the ereRH. AdditRH P°'""5° nteaStt)o,HOOd,ywnt(BC). DATE: 11/16/2018 0eeneoovenoloowesbyaltheopdeeiw. SEQ. : K5408779 4. OORH shark!bllll~06 br es eefly wr tent elteral nll5 WId 4. I alatetalblsub thee pebtyeltherotpnaleeonnbsotor. TRANS ID: LINK fretewa an NenlOete mId at no gIno nasyloodogrnoterthen 600155 toed, be ePlOaSbenyNelErnert S. Oetlgtletelinle0500nesRe BOO used Inen.lenINt'.O eltlfrnthnent. RH m01m4,yNeatltefelann. 6. 0no15oIn5anot5010oethg 1401 seppetu nIIo5e Nernemnodgell 6. Csel.uslannoRNfrdoanmIdaonnan,INrntPe.MB4tYferOR 5IbdsIIhe bId NepoRN 0,01 the the. of oeepm,e.ts. ,. D RHdmOInEOI0 panNed 6. Tits design lttendered 0 1400010 0,0th latlent not heEl by S. PBte OliN be loleted et bath ,el5ht6. RH IIB00d00th0frCelt0l TPIMIICABBcSI.reSetmfadln.lI be furnishes! llpnnrequest. B,natRHeedthjeletrentemllat. 9. O15ltsledicete dzacipBtetnlndwt. Mflek USA. bncjCornpuTnis Software 7.65(11.).E Is.Femba01eoe.watem1*dedal15neoOannoeEEN.1311. ESbhI908(bATne) MAX HORIZ. LL DEFL - 0.072" IS 261- 2.5" MAX HORIS. TL DEFL 0.140" 9 26'- 2.5" Wind: 110 mph. h15ft, TCDL6.0,SCDL8.0, ASCE 7-10, (All Heights), Enclosed, Cot.2, Exp.C, MWFRS(Oir), load duration factor-1.6. Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. lax CSI: TC:0.26 BC:0.31 Web:0.66 [PROVIDE FULL 3EARING;Jts:2,19,12 I Weight: 271.69 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL 0.000" 9 -1'- 0.9" Allowed - 0.114" MAX TL CREEP DEFL - -0.001" 8 -1'- 0.9" Allowed - 0.153" MAX LL DEFL -0.140" 8 11'- 9.5" Allowed 1.287" MAX TL CREEP DEFL - -0.421" 9 11'- 9.5" Allowed - 1.717" MAX LL DEFL 0.018" 9 35- 1.6" Allowed - 0.752" MAX TL CREEP DEFL - -0.026" 9 361- 3.7" Allowed - 1.003" MAX LL DEFL 0.000" 8 431- 0.7" Allowed - 0.111" MAX TI, CREEP DEFL -0.001" 9 431- 0.7" Allowed - 0.148" MAX HORIZ. LL DEFL - 0.072" 8 261- 2.5" MAX HORIZ. TL DEFL - 0.140" 8 26'- 2.5" Hind: 110 mph, h-15ft, TCDL'6.0.BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C. MWFRS(Dir), load duration factor1.6, Bottom chord at cantilevered end(s) not exposed to wind. Truss designed for wind loads in the plane of the truss only. kax CSI: TC:0.26 BC:0.31 Web-.0.66 I November 16,2018 LUMBER SPECIFICATIONS IC: 2x6 OF 55 BC: 2x6 OF SS WEBS: 2x4 OF STUD; 2x6 OF SS A TC LATERAL SUPPORT < 12"OC. UON. BC LATERAL SUPPORT <- 12"OC. UON. OVERHANGS: 13.7" 13.3" Staple or equal at non-structural vertical members (non). M-2.5x5 where shown; Jts:3,5,10,16,20-21 TRUSS SPAN 42'- 0.0" LOAD DURATION INCREASE 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD - 30.0 P56' DL ON BOTTOM CHORD - 10.0 PSF TOTAL LOAD 40.0 P56' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C8C2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq1.00 2-) 0) 20 2-14-( -39) 2937 14- 3-) 0) 211 20-10-(-749) 34 3-(-3142) 85 14-15-( -43) 2947 3-15-( -692) 42 10-21-) 0) 716 4=(-2351) 96 15-16-) 0) 2646 15- 4-) -758) 21 21-11-(-372) 82 5-(-2172) 0 16-17-) 0) 2219 4-16-) -428) 141 6-(-1040) 0 17-18-) -971) 164 16- 5-) -20) 321 7-(-1071) 0 18-19-(-3541) 0 5-17-(-1021) 263 8-) 01 1037 19-20-(-1616) 0 17- 6-) 0) 942 9-) 0) 3036 20-21-) -724) 0 17- 7-) 0) 1574 9-10-) 0) 1368 21-12-( -161) 419 7-18-(-1048) 0 10-11-) -229) 268 18- 8-) 0) 2146 11-12-( -4591 181 19- 8-) -74) 29 12-13-) 0) 15 19- 9-(-1390) 46 9-20-( 0) 615 BEARING MAX VEST MAX HORZ BAG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -63/ 922V -152/ 147W 5.50" 1.48 OF ) 625) 26'- 2.5" 0/ 2215V 0/ ON 3.50" 3.54 OF ) 625) 42'- 0.0" -63/ 362V 0/ ON 5.50" 0.58 OF ( 625) 11-09-08 7-02-08 7-02-08 15-09-08 6-10-04 4-11-04 130802 3-06-06'3-06-06 3-08-02'3-06-08 3-03 3-03 5-09 12 12 12 12 4.00 ' 8.00 ?' M-4x8 'c18.00 3.00 4.0' 6 .4( M-3x6 M-3x10 4-7x1!0 M-7x10 M-7x1 01 M-7x1O 91 -1.5x3 - 2.25 M ..::::1 8.00 8.00 II 1.69 M18MS-3x14 II" M-2. 5x5+ 12 12 12 12 M-2 . 5x5+ ,, , 6-08-08 5-01 ?_04_10 3-09-14 ,, 3-09-14 3-04-10 , 4-07-08 4-04 6-10 1-00 11-09-08 7-02-08 7-02-08 15-09-08 1- L L - - _____________- ____________________________________________ 1-00 42-00 JOB NAME: KNOWLES - B WARNINGS: I. mien Ca,nstbesRA wnlssjbbe nimbi slat Ga,,eni betes Truss: B 4ss.qunswSSbaSSnwatbe6,st4iw5esesbeses*. Pddlbensl macansI Ws*çbSre4restmbWóaingnssbnSSan bmie.mbbelyd0mme. MAIbeed pe,na,erlmsd.,gsl DATE: 11/16/2018 ,eesesInbswbwemsacSSWliY&0wmiNIrcdPmwr. SE K5408780 4, Nod sIdbe ppbd egwaw $ d ImaftwbsSSees fastw,wmn,e annWsls and n1esWeaInsWanygmatarthan TRANS ID- LINK dniTRAWaeeL 5 cssrcamaba,,mnsadsnere.dansmasnemespembllyfn.the tab,fsslis., Jrç. .Nla,w,4 end beERslbletwqlanemts. G. This dnadeadnctta Ins w,itaSoe set form by 1pIcaTcAeecSI,anwmane,ssd,sndbsnminned span .sqnanm. MiTek USA, IncJCompuTrus Software 7.6.9(1L)-E 1-00 Scale: 0.1227 GENERAL NOES, edess Hhesstne sated 1. mbdestpab mind wdy spa. Se p,enn.ntwms ens endbbes,6tdMAat teadageencanest ApplicnWOuldesign paeetata.s and paper SwapwstSnstnsnstb ne,repa.ndeeyslerebadetegdaatgten. a oesipannaays Sw epend bmbn dreSS ebe Iatem4ly bENd 52 re.s.ondatilro respecLV*wdmbmwdftwghmdffelrkwgMby nsdaambnsedre eadsee )nsnsdmbnCddadqud4BC) b b,caWerbterdbeethctsqabndatw.enIwan.. tnststallatdbs,SeS sre.enmtmetdalVetnemnpnslseen*ndar. s. Denn ssn,atrns basten snetebe seed bteeeneennatsew,abn,nnstt and en d,y52ilje.f sInES. a Dsn estERs, bit 55255,5 52 51 a22s etssem B4mo.esait Den.e,earesedngtsHdmRapab presided. Pima due bebooted on beSt been at bess. and plrrad entmefreentem bras rehddo .dat (054 center linen. Dis Indleda sloe 52 plate In beds,, For 55,15 caatwaempinta danç, vstens we ESR-131 I. ESR.2088 (Mink) LUMBER SPECIFICATIONS PC: 2x6 OF SS BC: 2x6 OF SS WEBS: 2x4 OF STUD; 2x6 OF SS A PC LATERAL SUPPORT < 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 13.7" 13.3" Staple or equal at non-structural vertical members Won). TRUSS SPAN 42- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 10.0) ON TOP CHORD 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 40.0 PSF LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2016 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. CBC2016/IBC2015 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 2-1 0) 20 2-14=(-1778) 0 14- 3-( 0) 305 20-10(-385) 34 3-( 0) 1936 14-15-(-1791) 0 3-15-11-1840) 36 10-21-( -82) 66 4-) 0) 3788 15-16=(-4309) 0 15- 4-( -292) 27 21-11-( 0) 232 5-( 0) 1408 16-17-(-1338) 161 4-16-( 0) 2482 6-(-1017) 0 17-18-( 0) 2567 16- 5-(-1220) 0 7-(-1002) 0 18-19-( -36) 3459 5-17-) 0) 1885 8-(-2597) 19 19-20-( -73) 3772 17- 6-) 0) 853 9-11-2971) 129 20-21-( -82) 4330 17- 7-(-1351) 272 9-10-(-4057) 127 21-12-( -106) 4207 7-18-1 -25) 447 10-11-(-4366) 90 18- 8-( -755) 151 11-12-11-4402) 140 19- 8-11-1030) 31 12-13-( 0) 15 19- 9( -893) 46 9-20-( 0) 394 BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) 01- 0.0" -100/ OV -152/ 147H 5.50" 0.00 OF C 625) 111- 9.5" 0/ 2458V 0/ ON 3.50" 3.93 OF C 625) 42'- 0.0" -62/ 1069V 0/ ON 5.50" 1.71 OF C 625) 11-09-08 7-02-08 7-02-08 15-09-08 1 6-10-04 4-11-04 3-08-02 3-06-06 3-06-06 3-08-02 3-06-08 3-03 3-03 5-09 1 •( I f f •1 i •i 1' 12 12 12 12 M-4x8 4.00 8.00 7' 8.00 3.00 4.0" M-6x8 M-4x5 M-2.5x6 IWeiht: 255.59 lb I VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL 0.000" 9 -1'- 0.9" Allowed - 0.114" MAX TL CREEP DEFL -0.001" 8 -1'- 0.9" Allowed - 0.153" MAX LL DEFt. = 0.016" 9 61- 9.0" Allowed - 0.552" MAX TL CREEP DEFL 0.040" 8 61- 9.0" Allowed - 0.736" MAX LL DEFL -0.272" 9 291- 9.7" Allowed - 1.488" MAX TL CREEP DEFL - -0.813" 9 29'- 9.7" Allowed - 1.983" MAX LL DEFt. - 0.000" 9 431- 0.7" Allowed - 0.111" MAX TI. CREEP DEFL - -0.001" 8 43- 0.7" Allowed - 0148" MAX HORIZ. LL DEFL 0.082" 9 411- 6.5" MAX HORIZ. TL DEFt. - 0.184" 8 41'- 6.5" Wind: 110 mph, h15ft, TCDL6.0,3CDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor-1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 M-7x10 M-3 7X! 14i 24 2.25 z:18.O0 12 12 kax CSI: TC:0.43 BC:0.45 Web:0.83 I 0 0S 0 m-1. 5x3 M-7x10 I FI M-7x10 M1-2.5x5 M18HS-3x14 0 8.00 M-2.5x5 1.69 M-2.5x5+ 1 12 2 6-08-08 5-01 3_04_10 3-09-14 3-09-14 3-04-10 4-07-08 4-04 6-10 1-00 11-09-08 7-02-08 7-02-08 15-09-08 1-00 J..l. 1-00 42-00 1-00 JOB NAME: KNOWLES - C Scale: 0.1227 NG \ C70068 WARNINGS: Iaterede thnneanwnlmaHbendnlandalafonrend Hates Truss: C red 10orrings tralme cosmetician Fof rengessianwthStsdns 55151 ba boosted ornate sfana.+. MdSo 59ana5 wmbg Is bans strAalyaaftgnsnsssatlnn Is the responsibility aide neantan. edatlnnal pe,,nannst basing of DATE: 11/16/2018 eesnnms structure b8o responsibility af the bdwhgdnsigren. SEQ.: K5408781 Nsldthdbsfndbmynnnpn.nnl,mtlsnrntbnal'gO'Id fn,tarnrea,eannfdntaaalaleslnrooltadd anyIa greaten Iran TRANS ID LINK dwgnandmb ganrqlolent 5 Cnnrgnma has no eat oveenerd a man en osSOly tenOrs braboaden, Iraratteg, sbpnrednnd Installation slampersands. 8. lfds design rrsilred ea14an1 to the trnlratlonn sat lade by 1puwrCA In SCSI. re51enolddd.ssil to lmrdsted span request. MiTek USA. fncicompuTrus Software 7.8.9(1L).E GENERALNOIES. redone sitrorelse noted: I. This design In banad only upon the pwenatam strewn and Is for al IratMd5aI halldhrgewrpwent 04,p mBslysidasignpnesnatesalat aspen resporsibilitir of oanignasasnrns the top and barnes deeds Hbetntarnfly Wastes at 2o and at IF om ,nnposifaerysrinns branad onan51retthdrresgrlrby celtlmann&r050rrrw sad. as plbwand staaythg(TC)arrdmendrssaII(BC). 2a Inpesib gbrgn.IarsnIbrbarrgrnqUbnd draIn strewn". InntefaSodtmss Is Ore .es(rrernsallyol SW Wnpnttisn colander. Design aenarnan busses we to be read Ins non.coesnkaarshrennnnt. slId are for'dyrendix,f elan. 8. Design resumes 55 baA,9 alaS supports stress,. SIAn orwndgo 1. Deslgrt success odnqsste dmIr1a95b presided. Plaren old be bested on belA Iscasaf Stan. and ploand samafranrda L,asdrddesdthJdrrtesehattwe. DSt beficstonIse of pteta In lrratws. 18. For basic answctOrldata design onhsas one ESR-1311. EBR.I038(MlTsk) November 16,2018 * iUPPORT OF B.C. OF STANDARD OPEN END F MU/SAC -7 3130/2004 PAGE I ACK USING PRESSURE BLOCKS MiTek Industries. Inc. Western Division Loading (PSF). - - . BCDL 10.0 PSF MAX 2x4 bat, chord Carrier truss of jack , 1 1 31-X3.0- MIN) --All & 2x4 sock _ 1.J2ck butween jacks, t.j truss nailed to canter bCh' w16 Wl(.131'X3.00 M!N) na:Is spaced at3o.c. - PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss - 2-(.131X3.0' MIN) NAILS (typ) BOTTOM CHORD OF OPEN END JACK 20 block between jacks, nailed to carrier BC v! 6-(.131"X3.00 MIN) NAILS © 30 o.c. I1( S 6332 \1 IlQt ;oiJiI \ *\ EXP. 6130/2020 1 JJ \\d #c'(JCTyY• .JJ opt-At wO4' 07/05/2018 WARNDIG. v.rf/ demlgnparrarrsirltm wid ASAD VOTES OW J7f1$ AND fAG&UDBD N7TERJWflRFJVP PAGE hl11'7473 1IEVPJ USE. GrornhsdrLtz oedgn voId Ia me acdj,wllh M.lok cannoclon, Thisdednb bated only upon porun*Ien hewn. and h Wait InrIw$ctuoI icning component. SWo 139 AppIcObitty 01 design paromunlcn and topo.nccrporoIbn of camponerd krerpon,tlty of bu&feg dinlOnw -nut bun designer. 9oár9 shown IandcoIic quotly conIL aac. de". mallets and ocg. comuf A14WPII IeI Ioe. O.bi end 6CI Ing Componnd C 956 MiTek h for laleof appal of brdvldtotweb membun only. Adbiona Ier,peray bt0cIn to !nngc ibIIly durkrp ccnilruction b Ito .c%pomlb5y of urn omelci. Additional ponnenoni bmcbvj of the ovo,af tlnrclure b the rncporn5Iyof the brWilingdedesigner.For general upIdance regarcling USA Solely kiformalan rronSab?o Horn Truss Phie HolPute. 353 UOnalno Odoc. Modbc6 W153719. EEJ ® rn = wm MiTek USA, Inc. ENGINEERED BY AMiTel, Afihliato Typical _x4 L-Brace Nailed To 2x_ Verticals W/10d Nails spaced 6° o.c. Vertical Stud SECTION B-B DIAGONAL BRACE 4-0° O.C. MAX TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. Roof 24" Maxi 1'-3" II (2)-i Max. II MAlI - lOd NAILS rus @ 24" 0-c. b \ 2x6 DIAGONAL BRACE SPACED 48 O.C. ATTACHED TO VERTICAL WITH (4) -16d \ NAILS AND ATTACHED TO BLOCKING WITH (5) - lOd NAILS. HORIZONTAL BRACE (SEE SECTION A-A) Diag. Brace at 1/3 pointt if needed End Wall JANUARY 6, 2017 [Standard Gable End Detail MII-GE110-001 Mifek USA, Inc. Page 1 of 2 Vertical Stud (4)- 16d Nails DIAGONAL BRACE 16d Nails Spaced 6° o.c. (2)- lOd Nails Into 21(6 4"—_2x6 Stud or 2x4 No.2 of better Typical Horizontal Brace Nailed To 2x_ Verticals SECTION A-A 2X4 Stud w/(4)-10d Nails 12 'ZJ Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEE INDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) - lOd NAILS AT EACH END. DRAWINGS FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - lOd NAILS. (4) - 8d (0.131° X 2.5°) NAILS MINIMUM, PLYWOOD) SHEATHING TO 2x4 STD DF/SPF BLOCK / * - Diagonal Bracing * * - L-Bracing Refer Refer to Section A-A to Section B-B NOTE: MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 'L° BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF lOd NAILS SPACED 6 O.C. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-O° O.C. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6° O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4) lOd NAILS THROUGH 2x4. (REFER TO SECTION A-A) GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. NAILS DESIGNATED 1 O ARE (0.131° X 3°) AND NAILS DESIGNATED 16d ARE (0.131° X 3.5°) Minimum Stud Size Species and Grade Stud Spacing Without 1 x4 Brace IL-Brace 2x4 L-Bracei DIAGONAL [2 DIAGONAL BRACES AT BRACE 1/3 POINTS Maximum Stud Length 2x4 DF/SPF StdJStud 120G. 4-6-3 5-0-7 7-1-7 9-0-5 { 13-6-8 2x4 DF/SPF Std/Stud 16" O.C. 4-1-3 4-4-5 6-2-0 8-2-7[ 12-3-10 2x4DFISPF Std/Stud 24" O.C. 3-5-8 3-6-11 5-0-7 6-10.151 1047 Diagonal braces over 6°-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6° require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with lOd nails 8" D.C., with 3" minimum end distance. Brace must cover 90% of diagonal length. S6332 EXP. 6/30/2020 J. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 110 MPH ASCE 7-10 140 MPH DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED ON COMPONENTS AND C CONNECTION OF BRACING IS BASED ON MWFRS. 9FCAU*'07I05/2018 AUGUST 1,2016 I REPLACE A MISSING STUD ON A GABLE TRUSS I MII-REP15 cj ® [y][10 L\JLI1LI MiTek USA, Inc. D CE]LN 6 1 N E;D nSY NE E AMITekAffIIIao Mifek USA, Inc. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Page 1 of 1 REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113" X 2") NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING :40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING :24" O.C. (MAX) FES TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :3/12 - 12/12 RIL BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) w S 32 On Or I REFER TO INDIVIDUAL TRUSS DESIGN \ * EXP. 6130/2020 1 FOR PLATE SIZES AND LUMBER GRADES CT OFC 07/05/2018 DETAIL FOR COMMON AND END JACKS Mil/COR - 8 -20psf 7/9/2015 PAGE 1 MAX LOADING (psi) TCLL 20.0 SPACINL 24).0 Plates Increase 125 1 BRACING MiTek Industries, Inc. 160 BCLL 0.0 Lumber Increase 1.25 Rep Stress lnct YES TOP CHORD Sheathed. Corona Ca. BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM y TCOL LUMBER SIZE AND GRADE : TOP CHORD 2x4 BOT CHORD 2 DF-LNo.1&BTR x 4 DF-LNo1&BTR - LENGTH OF EXTEUSON AS DESIGN REQD 20-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22' LONG 2X4 SCAB CENTERED AT SPLICE - WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131'X3.0" MIN) NAILS @3" O.C. 2 ROWS -2.0.0 - - 8.0-0 - - - - - - NOTE: I .4 TOP CHORD PITCH: 3/12-8112 . BOTTOM CHORD PITCH: 0/12-4/12 4 / PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE '2" MIN. SPACING 24" O.C. / SUPPORT AND CONNECTION BY OTHERS OR 2.16d COMMON WIRE ' (0.162"DIA. X 3 5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED - . 4'-O" O.C. ALONG THE EXTENSION OF TOP CHORD CONN. W13 16d COMMON WIRE (0 162"0IA. X 3.51 LOT) TOE NAILS - --- 1.Ji M-3x3 CONN. W12 16d COMMON WIRE (0 107-DIA X 35 LGT) TOE NALS -.. 8-0_fl - - - - - - - 6-0-0 -- - - - UT. 2-0-0 - 2-0-4 bEXT. -- :L CONN 03 16d COMMON WIRE (0 162"0IA X 35" LOT) TOE NAILS ------ : L ' — BOTTOM CHORD LENGTH MAY BE 2'-O" M-3x3 OR A BEARING BLOCK COIIN W/2 16d COMMON WIHI(O 16201A A 3 5) LOT TOE NAILS OR SEE DETAIL MI/SAC-7 FOR 8-0.0 PRESSUREBLOCKING INFO 4N., 17 E NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. R 11 S 6332 rn \ \ EXP. 6/30/2020 JJ/ OFC 07/05/2018 WARM%rJ V Ijq .Ii'.Iqn p. U, rt a,, I RPAD M-)7rq0y TIIPIA'.l) J'SiJJD DM TAX RfIr2iMF PUI MD 7471 fl} ThRF I 2310091 lcfe 0 IC . .92979 wsa App8cob,Iyofdesign pamelon and proper incorporalort at component Is re4wrisWly of bu ding deign.r- not puss designer. Biocing s'sown % Icy Wool suppad of indivduaI web nie.nbrjts only. Additional iempoicsy bracing to insure sI05ly durisg corslruciion is too rOspcm.'bIy alit'. .rec!or. Addilonol flnrmo.vrnl acing ci he ovwo Iiructure 5 lhropans.b.Iy at the bu.idrg designer. For general guidance regosd,sg mvi Iabncoon. quarts, control. sioi'oge. deluve'y. credo,, and bracing. co'nsd! ANSIJI Oudly CII.sla. 011.88 and ICSII Willing Component RR. 0 Sat.Iy intarmalon av&oble from Truss Pio'o st4ule. 583 DOnoldo Drive. Modison, WI 53719. lvii I r -- L CORNER RAFTER 8-0" SETBACK IMII/SAC -9 -88B 20-14-2 7/17/2014 PAGE 1 MINIMUM GRADE OF LUMBER LOADING (PSF) TOP CHORD:2X4 NO-1 & BTR DF-L-GR L D BOT CHORD:2X4 NO.1 & BTR DF-L-GR TOP 20 14 STR. INC.: LUMB = 1.25 PLATE = 1.25 SPACING: 24.0 IN. O.C. REPETITIVE STRESSES NOT USED NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 MiTek Industries, Inc. Western Division 3-0-0 - 8'-0" SETBACK SUPPORTS SHALL ALONG EXTENSION @ 5-8' O.C. 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE 12 EXTENSION -- 3x10 splice plates may be replaced 2.83'-5.66 with 22' 2x4 DF No.2 or btr. scab 'ç--16 one face with.131 x3 mm. nails \1 @ 3" o.c. 2 rows I 3x6 TYP.) UNIFORMLY \\3-Z_-- SUPPORT rDTTE0 6x6 I I 1/2' GAP MAXIMUM BETWEEN - SUPPORT AND END OF RAFTER SUPPORT - Am 768 + EXT. R=326+OH. I fL LI LENGTH OF HEEL PLATE 1k (MIN.4.1 RI S 32 11-3-12 EXP. 6/30/2020 / \uT1 cp5u •' 07/05/2018 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NIl 74 73 BEFORE USE. nil G5flbdi Lane I Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109cii HeIghts, CA. 9561 AppticabrTity of design pcsromenters and proper Incorporation of component Is responsibility at building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding I fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/7PI1 Quality Criteria. DSO-89 and BCSI1 Building Component iTek Safety information available from Truss Plate Institute. 583 D'Onofrto Drive, Madison, WI 53719. TRUSS MUST BE SHEATHED NOTE: 48° O.C. MAXIMUM POST SPACING GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO JSS rE - - -- '•w •••• AUGUST 1, 2016 CONVENTIONAL VALLEY FRAMING DETAIL Mil-VALLEY1 EJEJ ® MiTek USA Inc. Pv1;I' Lc7L MiTek USA, Inc. ENGINEERED BY RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE #6) OR GIRDER TRUSS a Melt Afllllato ------ ----- ------------ ------ It it = = = = = == I == = = F= = r VALLEY PLATE (SEE NOTE #4) ST j -_'r- __1,4 '11 SEE NOTE #8 VALLEY RAFTERS (SEE NOTE #2) - POST SHALL BE LOCATED - SHEATHING ABOVE THE IC - — — PLAN DRAWING -. CHORDOFEACHTRUSS TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD =30 PSF (MAX) BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MWFRS) INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (0.131' X 3.51 NAILS. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48° O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) lOd (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) lOd (0.131" X 3°) TOE-NAILS. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (0.131- X&5-) TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (0.131" X 3.5") TOE-NAILS. SUPPORT THE VALLEY RAFTERS WITH 2 x4 POSTS 48' O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. AWGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) lOd (0.131" X 3') NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2116d (0.131" X 3.5") NAILS. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG AR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4x 4 OR BE PRE-ASSEMBLED (2) PLY 2 x 4s FASTENED TOGETHER WITH 2 ROWS OF lOd (0.131"X 3") NAILS 6° O.C.. S&332 EXP. 6/3012020 J )N IP ER 28, 2016 STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD MII-REP10, MiTek USA, Inc. Page 1 of 1 == c= DLiiLI MiTek USA, Inc. ENGINEERED BY E3E1 A MiTek AffilIate VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - lOd (0.131 X 3) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BESED) MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24' O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) TRUSS SPAN NOTES: LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL =0 PSF, DL = 10 PSF. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. MAXIMUM BOTTOM CHORD PITCH = 6/12. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. *( S 6332 •Fi * EXP. 6/30/2020 OFC * 07/05/2018 AUGUST 1,2016 L-BRACE DETAIL 1 MV- L-BRACE I Mifek USA, Inc. Page 1 of 1 ® rJ1uLJ L-V _Uln MiTek USA, Inc. EEREOBY in A MFrok Affiliate Nailing Pattern L-Brace size Nail Size Nail Spacing 1x4 or 6 1 O (0.131" X 3') 8" D.C. 2x4, 6, or 8 16d (0.131" X 3.5") 8" D.C. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nails SPACING Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing - Web Size 1 - 2 2x3or2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT AMICABLE. L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 _2 2x3or2x4 -2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. WEB Nails Section Detail — L-Brace Web L-Brace must be same species grade (or better) as web member. S 6332 W'V EXP. 6130/2020 J OFC 07/05/2018 AUGUST 1, 2016__-SCAB-BRACE DETAIL MU-SCAB-BRACE MiTek USA, Inc. Page 1 of 1 =Fill Note: Scab-Bracing to be used when continuous I 1ciii I lateral bracing at midpoint (or T-Brace) is impractical. I I MiTek USA, Inc. Scab must cover full length of web +1- 6°. I I I ENGINEERED BY -- AMITekNIiIIaIo *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS 5-F-1 Od (0.131' X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Sect i tion Detail ----- Scab-Brace - Web go)FES Scab-Brace must be same species grade (or better) as web member. RIL S632 * EXP. 6/3012020 CT NA * 07/05/2018 AUGUST 1, 2016 T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 MiTek USA, Inc. Paae 1 of 1 V_jLLJ = MiTek USA, Inc. ENGINEEREDBY A Mrrex NfMae - Nailing Pattern 1-Brace size Nail Size Nail Spacing - 2x4 or 2x6 or 2x8 1 O (0.131" X 3") 6" o.c. Note: Nail along entire length of T-Brace Il-Brace (On Two-Ply's Nail to Both Plies) Nails • Web Size 2x3 or 2x4 2x6 2x8 Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing 1 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace 2x8 T-Brace MI-Brace Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace Il-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. WE Nails Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4__— 2x4 T-Brace 2x4 I-Brace 2x6 2x6T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-Brace / I-Brace must be same species and grade (or better) as web member. Nails --.-- Web Nails I-Brace S 6332 \l lIJ 6/30/2020 1*11 t\ ), OFC 07/05/2018 Nailing Pattern T-Brace size J_Nail Size Nail Spacing 1x4 or 1x6 1 O (0.131' X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5') 8" o.c. Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails LAUGUST 1, 2016 T-BRACE/i-BRACE DETAIL 1 Mu - T-BRACE LLJ IViiI1LI MiTek USA, Inc. ENGINEERED BY Note: T-Bracing I I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Mi1ek USA, Inc. Page 1 of 1 _-"\ ____- SPACING WEB Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T-Brace 1 x4 (*) I-Brace 2x6 1 x6 (*) T-Brace 2x6 I-Brace 2x8 12x8 T-Brace 12x8 I-Brace Brace Size for Two-Ply Truss Specified Continuous - Rows of Lateral Bracing Web Size 1 2 2x3 or 2M 2x4 T-Brace 2x4 I-Brace - 2x6 2x6 T-Brace 2x6 I-Brace 2x8 2x8T-Brace__- 2x8 I-Brace ,SSio& RX S 32 EXP. 6/30/2020 21 1*1/ OF c07/05/2018 Nails - Section Detail T- Brace Web Nw Web -1 Nails7 I-Brace T-Brace Il-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brac For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/l Brac VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK STANDARD PIGGYBACK I AUGUST 1, 2016, TRUSS CONNECTION DETAIL MII-PIGGY-7-10 EE ® DLITILJ MiTek USA, Inc. GRBY AMilelcAlliiialo MI i K USA, inc. I'age 1 01 MAXIMUM WIND SPEED = REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT = 30 FEET MAX TRUSS SPACING = 24" O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWINC SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131' X 3.5") TOE-NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" 0.1 UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWII CONNECT TO BASE TRUSS WITH (2) (0.11311"X3.5") NAILS EACH D -2 X_ X4-O' SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, ON INTERSECTION. WITH (2) ROWS OF (0.131" X 3") NAILS @4" SCAB MAY BE OMIIIED PROVIDED THE TOP CHORD SHEATHIIN IS CONTINUOUS OVER INTERSECTION AT LEAST I FT. IN BOTH DIRECTIONS AND: WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SF WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 it E- FOR WIND SPEEDS BETWEEN 126 AND 160 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES 72" O.C. W/ (4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NA FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTED ABOVE / This sheet is provided as a Piggyback connection "kt FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO detail only. Building Designer is responsible for all EACH FACE OF TRUSSES AT 48' O.C. W/ (4) (0.131" X 1.5") PER MEMBER. permanent bracing per standard engineering practices or STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. ATTACH 2 x - x 4-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF lOd (0.131" X 3') NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH (MINIMUM 2X4) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS.RIL VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) GREATER THAN 4000 LBS. FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. CONCENTRATED LOAD MUST BE APPLIED TO BOTH 4LLul THE PIGGYBACK AND THE BASE TRUSS DESIGN. - W. FLS6?e3 EXP. 6/30/2020 1* oFcAU' 07/05/2018 rT' AUGUST 1, 2016 LATERAL TOE-NAIL DETAIL. MU-TOENAIL MiTek USA, Inc. Page 1 of 1 NOTES: TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. I I = .MiTek USA, Inc. ENGINEERED BY A MITek AIfUWto TOE-NAIL SINGLE SHEAR VALUES PER NDS 2005 (lb/nail) DIAM. SP DF HF SPF SPF-S a .131 88.1 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 , .162 118.3 108.3 93.9 - 91.9 80.2 .128 1 84.1 76.9 66.7 65.3 57.0 9 .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 W .120 73.9 67.6 58.7 57.4 _50.1._ .128 84.1 76.9 66.7 65.3 57.0 b .131 88.1 80.6 69.9 68.4 59.7 .148 106.6 97.6 84.7 - 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162' X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails)X91.9(Ib/nail)X 1.15 (DOL)= 317.0 lb Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS IV A NEAR SIDE I\ A NEAR SIDE FAR SIDE FAR SIDE NEAR SIDE _________ SIDE VIEW (2x6) 4NAILS 'VA u NEAR SIDE Li......1 FAR SIDE NEAR SIDE i FAR SIDE SIDE VIEW S 6332 (2x3) U.S0 2 NAILS I NEAR SIDE - (XP. 8/30/2020 1 V . I NEAR SIDE SIDE VIEW SIDE VIEW * (2x6) (2x4) 4 NAILS 3NAILS A I NEAR SIDE I\ j1 I NEAR SIDE I I NEAR SIDE \/ I NEAR SIDE NEAR SIDE A' NEAR SIDE I \ i NEAR SIDE I ' 07/05/2018 45.000 45.00° ANGLE MAY VARY FROM 30°TO 600 ANGLE MAY VARY FROM 300 TO 60° ANGLE MAY VARY FROM 300 TO 600 AUGUST1, 2016 LATERAL TOE-NAIL DETAIL - MII-TOENAIL..S ® Mifek USA, Inc. Page 1 of 1 NOTES: 1 TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. IifI1fl THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. , ENGINEERED BY AMiTekAffihlalo THIS DETAIL APPLICABLE TO THE LTHREE END DETAILS SHOWN BELOW CE-NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 .135 93.5 85.6 74.2 72.6 63.4 ,, .162 1088 99.6 86.4 84.5 73.8 C", .128 742 67.9 58.9 57.9 - 50.3 9 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 -- 63.2 52.5 Cl) VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS I\A NEARSIDE I NEAR SIDE EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity SIDE VIEW (2x4) 3 NAILS \ A NEAR SIDE u NEAR SIDE AI NEAR SIDE SIDE VIEW (2x6) 4 NAILS l\ A NEAR SIDE NEAR SIDE Li u NEAR SIDE p NEAR SIDE WEST COAST LUMBER INSPECTION BUR EAU A IT C December 15, 2017 Stacey Rudge RarnOnã Lumb.er Co., Inc. P0 Box 1560 Ramona, CA .92065 Sent via email: Staceyramoraiumber.com' To Whom It May Concern:: Ramona Lumber Co., Inc.,'with :facilities'iocatc.d at 425 Maple Strcet,Rnxnona, California 92065 is a member, in jzwo& standing of West.oast Lumber Inspetion 'Bureau for-truss manufacture and has been since 0ctober'2, 2012. As.a member, Ramona Truss Co., Inc., is' licensed by WCLIB to stamp .trusses.with the approved. quality mark of WCLIB. West Coast Lumber Inspection Bureau is accicdted for the certification of metal plate connected wood trusses by the international Accreditation Service, Incorporated (lAS) of Whittier, California; Our lAS repottnümber'is AA675. The WCLIB Quality Auditing truss certification program is conducted in accordance with ANSI/TN 1, "National Iesigr Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, / ' / / ' 4óiJ. Donald A. DeV.isser. P.E. Executive Vice President cc: Al Lytton P:Cornpany Sharet Fome1sTRUSS Pt.ANTS\DD.Ranrnna Truss I2, IS- I7.doex Portland 503.639.0651 • FAX 503684.8928 • Roseburg 541.41 1610 . WA 253.830.2401 ' So. CA 714.425.0148 0980 S.W. Varns Street, Tigard Ore gón.1223 'Mailing Address P.O.Box 23145 9 Portland • Oregon 97281-3145 -I TIN Geotechnical. Geologic. Coastal. Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 - www.geosoilsinc.com October 8, 2019 W.O. 7536-A3-SC ProPacific Builders, Inc. 5.631 Palmer Way, Suite D Carlsbad, California 92010 Attention: Mr. Scott Jaeger Subject: Geotechnical Review, of Grading and Foundation Plans, 1330 Knowles Avenue, Carlsbad, San Diego County, California 92008 References: i. "Ferri Residence, 1330 Knowles Ave., Carlsbad, CA., 92008," sheets A 0.00, A 0.03, A 1.01, A 2.01, S 1.01, S 1.02, and S 2.01, latest date of 10/08/19, by DTV Designs "Grading Plans for: Ferri Residence," sheets 1 and 2 of 6, undated, by Mountain View Consulting. "Geotechnical evaluation for proposed construction at 1330 Knowles Avenue, Carlsbad, San Diego County, California 92008," W.O. 7536-A-SC, dated February 15, 2019, by GeoSoils, Inc. Dear Mr. Jaeger: ism As required by the City, GeoSoils, Inc. (GSI) has reviewed the referenced plans an documents for the subject site, located at 1330 Knowles Avenue, Carlsbad, San Dieg County, California 92008. GSI's scope of services included a review of the referenced reports/documents, engineering and geologic analysis, and preparation of this summary letter. This letter is to confirm that the foundation plan and grading plan and specifications have been reviewed, and the recommendations in the referenced geotechnical report are properly incorporated into the construction documents (when required by the soil report). RECEIVED OCT 09 2019 TV OF CARLSBAD BUILDING DIVISI C.151oi .bQLf01 The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully. submitted, /#<\ - .. GeoSoils, Inc.. NO RcE 47857 Certified j J) \ \ Engineering I u4k on Geologist J Jot ohn * P. Franklin David W. Skelly Engineering Geologist, Civil Engineer, RCE 47857 DWS/JPF/j h Distribution: (3) Addressee (2 wet stamp/sign + PDF) ProPacific Builders, Inc. W.O. 7536-A3-SC 1330 Knowles Avenue, Carlsbad October 8, 2019 File :e:\wpl2\7500\7536a3gr0 Page 2 ( W.O. 7536-A-SC FEBRUARY 15, 2019 GEOTECHNICAL EVALUATION FOR PROPOSED CONSTRUCTION AT 1330 KNOWLES AVENUE CAR LS BAD1rb1GO COt1iCAtII5Oiir920O8 CBR20I9-0409 1330 KNOWLES AVE FERRI: 1900 SF SFD /525 SF GARAGE I 744 SF PATIO 1562313600 - 10/9/2019 CBR20I9-0409 I Geotechnical. Geologic. Coastal • Environmental 5741 Palmer Way • Carlsbad, California 92010 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com February 15, 2019 W.O. 7536-A-SC ProPacific Builders, Inc. 5631 Palmer Way, Suite D Carlsbad, California 92010 Attention: Mr. Scott Jaeger Subject: Geotechnical Evaluation for Proposed Construction at 1330 Knowles Avenue, Carlsbad, San Diego County, California 92008 Dear Mr. Jaeger: In accordance with your request and authorization, and as required by the City reviewers (NV5), GeoSoils, Inc. (GSI) is pleased to present the results of our preliminary geotechnical evaluation of the subject site. The purpose of our study was to evaluate the geologic and geotechnical conditions at the site, in order to develop preliminary recommendations for site earthwork and the design of foundations, walls, and pavements related to the proposed residential construction at the property. EXECUTIVE SUMMARY tj Based upon our field exploration, geologic, and geotechnical engineering analysis, the proposed 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 an existing, relatively undeveloped site, underlain with Quaternary-age, older paralic deposits that are mantled by a roughly '/2 tol foot thick layer of potentially compressible undifferentiated fill/colluvium. Due to their relatively low density and lack of uniformity, all surlicial deposits of fill/colluvium, and near surface, weathered older paralic deposits (if present) are considered unsuitable for the support of settlement-sensitive improvements (i.e., residential foundations, concrete slab-on-grade floors, site walls, exterior hardscape, etc.) and/or engineered fill in their existing state. Based on the available data, the thickness of these soils across the site is anticipated to vary between approximately 1 foot, including weathered old paralic deposits, however, localized thicker sections of unsuitable soils cannot be precluded, and should be anticipated. Conversely, the underlying unweathered older paralic deposits are generally considered suitable for the support of settlement-sensitive improvements and/or engineered fill. It should be noted that the 2016 California Building Code ([2016 CBC], California Building Standards Commission [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 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. Thus, any settlement-sensitive improvements (walls, curbs, flatwork, etc.), constructed within this zone may require deepened foundations, reinforcement, etc., or will retain some potential for settlement and associated distress. This will also require proper disclosure to any owners and all interested/affected parties should this condition exist at the conclusion of grading. Expansion Index (El.), and Plasticity Index (P.1.) testing performed on a representative sample of the onsite soil indicates an E.I. of less than 21 (very low expansive), and non plastic soil conditions. As such, site soils are considered non-detrimentally expansive and no specific foundation design appears necessary to mitigate expansive soil effects, on a preliminary basis. Soil expansion should be re-evaluated at the conclusion of grading/earthwork. Laboratory testing indicates that onsite soils are neutral with respect to soil acidity/alkalinity, are moderately corrosive to ferrous metals, present a negligible sulfate exposure, and chlorides were relatively low. Reinforced concrete mix design should minimally conform to "Exposure Classes SO and Cl" in Table 19.3.1.1 of ACI 318-14. It should be noted that GSI does not consult in the field of corrosion engineering. Therefore, additional comments and recommendations may be obtained from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the project architect and/or structural engineer. Neither a regional groundwater table nor perched water was encountered during our subsurface studies to the depth explored. Regional groundwater is likely coincident with sea level, and probably deeper than 100 feet below existing grade. As such, regional groundwater is not anticipated to affect the planned improvements. Perched water may occur in the future along zones of contrasting permeability and/or density. This potential should be disclosed to all interested/affected parties. Our evaluation indicates there are no known active faults crossing the site and the natural slope upon which the site is located has very low susceptibility to deep-seated landslides. Owing to the depth to groundwater and the dense nature of the terrace (paralic) deposits, the potential for the site to be adversely affected by ProPacific Builders, Inc. W.O. 7536-A-SC File:e:\wpl2\7500\7536a.gef GeoSoils, Inc. Page Two liquefaction is considered very low. Site soils are considered erosive. Thus, properly designed site drainage is necessary in reducing erosion damage to the planned improvements. The seismic acceleration values and design parameters provided herein should be considered during the design of the proposed development. The adverse effects of seismic shaking on the structure(s) will likely be wall cracks, some foundation/slab distress, and some seismic settlement. However, it is anticipated that the structure will be repairable in the event of the design seismic event. This potential should be disclosed to any owners and all interested/affected parties. Additional adverse geologic features that would preclude project feasibility were not encountered, based on the available data. The recommendations presented in this report should be incorporated into the design and construction considerations of the project. ProPacific Builders, Inc. W.O. 7536-A-SC Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page Three I The opportunity to be of service is sincerely appreciated. If you should have any questions, please do not hesitate to contact our office. Respectfully submitte . 7 Ot4AL \ f.FR4j, \ (C GeoSoils, Inc. i No. 134 Engineering UP. I \14 OF CA;'4~4i~W ~ q - Certified II \. Geologist I el Engineering Geologise-t0 Civil Engineer, RCE 47857-.. MJS/RGC/J PF/D WS/j h Distribution: (3) Addressee (2 wet signed and PDF via email) ProPacific Builders, Inc. W.O. 7536-A-SC File:e:\wpl2\7500\7536a.gef GeoSoils, Inc. Page Four TABLE OF CONTENTS SCOPE OF SERVICES ...................................................1 SITE DESCRIPTION AND PROPOSED DEVELOPMENT .........................1 FIELDSTUDIES ..........................................................3 REGIONAL GEOLOGY ...................................................3 SITE GEOLOGIC UNITS ..................................................5 General..........................................................5 Undifferentiated Fill/Colluvium (Map Symbol - Afu/Qcol) .............5 Quaternary Older Paralic Deposits (Map Symbol - Qop24) ............5 Structural Geology .................................................5 GROUNDWATER........................................................5 GEOLOGIC HAZARDS EVALUATION .........................................6 Mass Wasting/Landslide Susceptibility .................................6 FAULTING AND REGIONAL SEISMICITY .....................................6 Regional Faults ....................................................6 Local Faulting .....................................................6 Seismicity........................................................7 Seismic Shaking Parameters .........................................7 SECONDARY SEISMIC HAZARDS ..........................................9 SLOPE STABILITY .......................................................g LABORATORY TESTING ..................................................9 Classification ......................................................9 Moisture Density Relations ...........................................9 Laboratory Standard ...............................................10 Expansion Index ..................................................10 Direct Shear Test .................................................10 Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides .............11 Corrosion Summary .........................................11 PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS ....................11 EARTHWORK CONSTRUCTION RECOMMENDATIONS .......................12 General.........................................................12 Demolition/Grubbing ..............................................12 GeoSoils, Inc. Treatment of Existing Ground . 13 Fill Suitability .....................................................14 Fill Placement ....................................................14 Graded Slopes ...................................................14 Temporary Slopes ................................................14 PRELIMINARY RECOMMENDATIONS - FOUNDATIONS .......................15 General.........................................................15 Preliminary Foundation Design ......................................15 PRELIMINARY FOUNDATION CONSTRUCTION RECOMMENDATIONS ...........16 Foundation Settlement .............................................17 SOIL MOISTURE TRANSMISSION CONSIDERATIONS ........................17 WALL DESIGN PARAMETERS ............................................20 I General .........................................................20 Conventional Retaining Walls .......................................20 Preliminary Retaining Wall Foundation Design ....................20 I Restrained Walls ............................................21 Cantilevered Walls ...........................................21 Seismic Surcharge ................................................22 I Retaining Wall Backfill and Drainage ..................................23 Wall/Retaining Wall Footing Transitions ...............................23 DRIVEWAY/PARKING, FLATWORK, AND OTHER IMPROVEMENTS ..............27 DEVELOPMENT CRITERIA ...............................................29 Onsite Storm Water Treatment ......................................29 Slope Maintenance and Planting .....................................30 Drainage........................................................30 Erosion Control ...................................................31 Landscape Maintenance ...........................................31 Gutters and Downspouts ...........................................31 Subsurface and Surface Water ......................................32 Site Improvements ................................................32 Tile Flooring .....................................................32 Additional Grading ................................................32 Footing Trench Excavation .........................................33 Trenching/Temporary Construction Backcuts ..........................33 Utility Trench Backfill ..............................................33 SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING........................................................34 ProPacific Builders, Inc. Table of Contents I Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page ii OTHER DESIGN PROFESSIONALS/CONSULTANTS ..........................35 PLAN REVIEW .........................................................35 LIMITATIONS ..........................................................36 FIGURES: Figure 1 - Site Location Map .........................................2 Figure 2 - Geotechnical Map .........................................4 Detail 1 - Typical Retaining Wall Backfill and Drainage Detail ..............24 Detail 2 - Retaining Wall Backfill and Subdrain Detail Geotextile Drain .......25 Detail 3 - Retaining Wall and Subdrain Detail Clean Sand Backfill ...........26 ATTACHMENTS: Appendix A - References ...................................Rear of Text Appendix B - Hand Auger Boring Logs ........................Rear of Text Appendix C - Seismicity ....................................Rear of Text Appendix D - Laboratory Testing .............................Rear of Text Appendix E - General Earthwork, Grading Guidelines, and Preliminary Criteria ........................................Rear of Text ProPacific Builders, Inc. Table of contents FiIe:e:\wp12\75007536a.gef GeoSoils, Inc. Page iii GEOTECHNICAL EVALUATION FOR PROPOSED CONSTRUCTION AT 1330 KNOWLES AVENUE CARLSBAD, SAN DIEGO COUNTY, CALIFORNIA 92008 SCOPE OF SERVICES The scope of our services has included the following: Review of readily available published literature, aerial photographs, and maps of the vicinity (see Appendix A), including proprietary in-house geologic/geotechnical reports for other nearby sites. Site reconnaissance mapping and the excavation of four (4) exploratory hand-auger borings to evaluate the soil/formation profiles, sample representative earth materials, and delineate the horizontal and vertical extent of earth material units (see Appendix B). General areal seismicity evaluation (see Appendix C). Appropriate laboratory testing of relatively undisturbed and representative bulk soil samples collected during our geologic mapping and subsurface exploration program (see Appendix D). Analysis of field and laboratory data relative to the proposed development. Appropriate engineering and geologic analyses of data collected, and the preparation of this summary report and accompaniments. SITE DESCRIPTION AND PROPOSED DEVELOPMENT The subject site consists of a relatively flat-lying, property in the City of Carlsbad, San Diego County, California (see Site Location Map, Figure 1). The property is bounded by Knowles Avenue to the south, with existing residential property on the remaining sides, and currently appears to be used for misc. storage (i.e., trailers). The site appears to be at an approximate elevation of 130 feet above Mean Sea Level (MSL) and drainage appears to be generally directed offsite to the south, toward Knowles Avenue. Vegetation onsite consists of grasses, and other typical residential landscaping. The improvement plans (Mountain View Consulting, 2018), indicate that the existing trailers are to be removed, and the site will be prepared as a pad for the construction of a new one-story residence with an attached garage, along with hardscape, and underground utility improvements. Minor cuts and fills are proposed, ranging up to perhaps 3 feet, but generally on the order of inches. No major slopes are shown. GSI anticipates that the construction would consist of wood frame with typical foundations and slab-on-grade ground floors. Building loads are assumed to be typical for this type of relatively light GeoSoils, Inc. ' • SITE \\ e 02 2t T )00 : \\ if \' WT I ml I 6QP* •.? H4s Sh t. ¶i. _' i . C / . S '..v . • ' ,l'\ • P' .. I ,è9 Xt pI'1ay t $tarV - 1b I "h o - I= Pa is S-h. ' , Base Map: TOPO!@ @2003 National Geographic, U.S.G.S. San Luis Rey Quadrangle, California San Diego Co., 7.5 Minute, dated 1997, current, 1999. SITE Fl Ccrt c NOT TO SCALE Base Map: Google Maps, Copyright 2019 Google, Map Data Copyright 2019 Google Th!3 I::., 13 ccp}7 d by Cø 212W. 1213 Ia cy crsrca £!rl array pit ftmat w*cbr r pc,cs1la crrcx!3, ± wtp !x13. Al2,fr13 s5,'~ - 1 -7 36ASC 4 SITE LOCATION MAP N Figure 1 construction. Sewage disposal is anticipated to be connected into the regional, municipal system. Storm water may be treated onsite prior to its delivery into the municipal system. FIELD STUDIES Site-specific field studies were originally conducted by GSI during November 2018, and consisted of reconnaissance geologic mapping and the excavation of four (4) exploratory test borings with a hand auger, for an evaluation of near-surface soil and geologic conditions onsite. The test borings were logged by a representative of this office who collected representative bulk and undisturbed soil samples for appropriate laboratory testing. The logs of the hand-auger borings are presented in Appendix B. The approximate location of the hand-auger borings are presented on the Geotechnical Map (see Figure 2), which uses Mountain View Consulting (2018), as a base. REGIONAL GEOLOGY The subject property lies within the coastal plain physiographic region of the Peninsular I Ranges Geomorphic Province bf southern California. This region consists of dissected, mesa-like terraces that transition inland to rolling hills. The encompassing Peninsular Ranges Geomorphic Province is characterized as elongated mountain ranges and valleys I that trend northwesterly. This geomorphic province extends from the base of the east-west aligned Santa Monica - San Gabriel Mountains, and continues south into Baja California. The mountain ranges within this province are underlain by basement rocks consisting of I pre-Cretaceous metasedimentary rocks, Jurassic metavolcanic rocks, and Cretaceous plutonic (granitic) rocks. In the Southern California region, deposition occurred during the Cretaceous Period and Cenozoic Era in the continental margin of a forearc basin. Sediments, derived from Cretaceous-age plutonic rocks and Jurassic-age volcanic rocks, were deposited during the Tertiary Period (Eoceneage) into the narrow, steep, coastal plain and continental margin of the basin. These rocks have been uplifted, eroded, and deeply incised. During early Pleistocene time, a broad coastal plain was developed from the deposition of marine terrace deposits. During mid to late Pleistocene time, this plain was uplifted, eroded and incised. Alluvial deposits have since filled the lower valleys, and young marine sediments are currently being deposited/eroded within coastal and beach areas. Regional geologic mapping by Kennedy and Tan (2007) indicate the site is underlain by Quaternary-age older paralic deposits (formally known as "terrace deposits"), which is considered bedrock, or formational sediments, at the site. Based on our experience in the vicinity, older deposits of Eocene-age sedimentary bedrock likely underlie the Quaternary-age older paralic deposits at depth, while undifferentiated fill/colluvium overlies the paralic deposits and is observed at the surface. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp127500\7536a.gef GeoSoils, Inc. Page 3 KEYNOTES: 0 NEW SINGLE RESIDENCE. SEE ARCHITECTURAL PLANS. () NEW ROOF OVERHANG. ROOF CUTTER COLLECTION SYSTEM (60 PVC) NEW CONCRETE DRIVEWAY. () NEW CONCRETE PATIO. (13 NEW COLUMNS AND FENCE. SEE ARCHITECTURAL PLANS. () EXISTING SEWER LATERAL EXACT LOCATION AND DEPTH UNKNOWN. TIE INTO CAPPED SEWER WITH NEW SEWER LATERAL NEW CLEANOUT PER SDRSD OCTAL O EXISTING WATER SERVICE LINE. EXACT LOCATION AND DEPTH UNKNOWN. EXISTING WATER METER BOX. CONTRACTOR TO VERIFY IF BOX ® CONTAINS METER. CONTACT CITY OF CARLSBAD WATER DEPARTMENT AND COORDINATE INSTALLATION AND HOOK-UP. NEW WATER SERVICE. @3 NEW GAS SERVICE PER SDG&E REQUIREMENTS. LEGEND: NEW CONCRETE EXISTING OVERHEAD UTILITY LINES EXISTING WATER LINE EXISTING GAS LINE EXISTING CONT. HAiR EXISTING CONT. MINR PROPOSED CONTOURS FLOW DIRECTION GSI LEGEND. Afu/Qcol - UNDIFFERENTIATED UNDOCUMENTED FILL AND QUATERNARY COLLUVIUM Qop - QUATERNARY OLD PARALIC DEPOSITS, 2.4 CIRCLED WHERE BURIED B-4 - APPROXIMATE LOCATION OF TD=4' HAND—AUGER BORING - - - - -I PARCEL 1, PARCEL MAP NO. 16562 I (N 89'48'17 E 60.67') N 89'49'07 E 60.65 PARCEL Z PARCEL MAP NO. 16562 L____ UA.. THIS TIME 3& / I -. PER PARCEL MAP NO. 1908 23QL.. 1$TA — k / / / Afu/Owl B-2, I I / 130.45 PARCEL 1. PARCEL MAP NO. 19086 B-3 I I i VA CANT OIRTLOT - TD=2.5' TD=2'.. . .... WA PROPOSED .. I'......Ink PARCEL APARCEL MAP NO. 1626V SINGLE STORY Afii / IDrnj.. SINGLEFAMILY RESIDENCE RESIDENCE FF=130.52 PAD EL= 129.85 1 .. PARCEL 2. PARCEL MAP NO. 19086 2 .: .. .. SINGLE FAMILY RESIDENCE 129.5 GIRT ..... B-l GAGE I FF=130.02 D lilt I TD=3.511EL129.35 rnL II:' ESSI ??9FS November 2018 60 .8 "AS BUILT11 . 4 FOUND 314'IRON PIPE TAGGED LS 5163 a Afu Owl FOUND I'IRON PIPE TAGGED RCE 33069 MOUNTAIN VIEW CONSUIrING PER PARCEL MAP NO, 19086 PERI ALL LOCATIONS ARE APPROXIMATE II 13 ç) ROE_____ RAP. This document or eflie is not a part of the Construction EXIS11NG OVERHEAD ELT AC I___74_- . —E .. REVIEWED BY: Documents and should not be relied upon as being an ___________ ___________ ___________ EXISTING 18 RCP So So- ______ INSPECTOR accurate depiction of design - EXISTING 1.5 GA LINE I _______ _____ SHEET CITY OF CARLSBAD I SHEETS C AC C —G .... __.• - C 2 ENGINEERING DEPARTMENT 4 euuxzsjianc. I ® I / - DAPROVEMENT PLANS FOR ,fr ) V . \ FERRI RESIDENCE __________ _..L .' EXISTiJG R" yCp f\ _______ —........l S — SITE GRADING PLAN P#ITr'LIkIIP.A I AlA fl KNOWLES AVENUE ___________ ___________ ___________ ___________ EXISTING6 ACP WATER -W SITE GEOLOGIC UNITS General The earth material units that were observed and/or encountered at the subject site consist of surficial deposits of undifferentiated fill/colluvium, overlying Quaternary-age older paralic deposits at shallow depth. A general description of each material type is presented as follows, from youngest to oldest. Undifferentiated Fi Il/Colluvium (Map Symbol - Afu/Ocol) As observed, undifferentiated fill/colluvium (topsoil) occurs at the surface and consists of light brown, dry, and loose silty sand. Where encountered in our borings, the thickness of these earth materials was on the order of 1/2 to 1 foot thick. All fill/colluvium is considered prone to settlement under loading and therefore should be removed and reused as properly engineered fill, in areas proposed for settlement-sensitive improvements. Quaternary Older Paralic Deposits (Map Symbol - Qop2 ) Quaternary-age older paralic deposits (formerly termed terrace deposits) were observed underlying existing fill/colluvium at depths on the order of 1/2 to 1 foot below existing grades onsite. Where encountered, these sediments generally consisted of damp to moist, medium dense to dense (with depth), medium reddish brown, silty sand, and are considered to be suitable bearing materials for the support of new fills, or settlement- sensitive improvements. A discontinuous, near-surface weathered zone may be encountered locally (on the order of about 1 foot thick) and would be considered unsuitable for the support of new fills or structures. Structural Geology Bedding within older paralic deposits is regionally flat lying to very gently dipping to the west, and should not affect site development. GROUNDWATER GSI did not observe evidence of a regional groundwater table nor perched water within our subsurface explorations. Regional groundwater is estimated to be generally within a few feet of sea level, and is not anticipated to significantly affect proposed site development, provided that the recommendations contained in this report are properly incorporated into final design and construction. These observations reflect site conditions at the time of our investigation and do not preclude future changes in local groundwater conditions from excessive irrigation, precipitation, or that were not obvious, at the time of our investigation. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 5 Seeps, springs, or other indications of subsurface water were not noted on the subject property during the time of our field investigation. However, perched groundwater or seepage may occur locally (as the result of heavy precipitation and/or irrigation, or damaged wet utilities) along zones of contrasting permeabilities/densities (new fill/paralic deposit contacts, sandy/clayey fill 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, 2019). 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. GEOLOGIC HAZARDS EVALUATION Mass Wasting/Landslide Susceptibility According to regional landslide susceptibility mapping by Tan and Giffen (1995), the site is located within landslide susceptibility Subarea 3-1, which is characterized as being "generally susceptible" to landsliding. However, due to the relatively flat lying condition of the site, and the nature of the underlying soils, the site is not considered likely to experience significant mass wasting or landsliding. The onsite soils are, however, considered erosive. Erosion can be minimized through properly designed and controlled surface drainage. FAULTING AND REGIONAL SEISMICITY Regional Faults Our review indicates that there are no known active faults crossing the project and the site is not within an Alquist-Priolo Earthquake Fault Zone (Bryant and Hart, 2007). However, the site is situated in an area of active faulting. The Newport- Inglewood (offshore) fault is closest known active fault to the site (located at a distance of approximately 5.5 miles [8.8 kilometers]) and should have the greatest effect on the site in the form of strong ground shaking, should the design earthquake occur. A list and the location of the Newport- Inglewood (offshore) fault and other major faults relative to the site is provided 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. Local Faulting Although active faults lie within a few miles of the site, no local active faulting was noted in our review, nor observed to specifically transect the site during the field investigation. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 File:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 6 Additionally, a review of available regional geologic maps does not indicate the presence of local active faults crossing the specific project site. Seismicity It is our understanding that site-specific seismic design criteria from the 2016 California Building Code ([2016 CBC], California Building Standards Commission [CBSC], 2016), are to be utilized for foundation design. Much of the 2016 CBC relies on the American Society of Civil Engineers (ASCE) Minimum Design Loads for Buildings and Other Structures (ASCE Standard 7-10). The seismic design parameters provided herein are based on the 2016 CBC. 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 Newport-Inglewood (offshore) fault may be on the order of 0.586 g. The computer printouts of pertinent portions of the EQFAULT program are included within Appendix C. Historical site seismicity was evaluated with the acceleration-attenuation relation of Bozorgnia, Campbell, and Niazi (1999), and the computer program EQSEARCH (Blake, 2000b, updated to June 2013). 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 November 2018. Based on the selected acceleration-attenuation relationship, a peak horizontal ground acceleration is estimated, which may have affected the site during the specific event listed. Based on the available data and the attenuation relationship used, the estimated maximum (peak) site' acceleration during the period 1800 through November 2018 was about 0.234 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. Seismic Shaking Parameters Based on the site conditions, the following table summarizes the updated 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 bythe United States Geologic Survey (USGS, 2014 [http://geohazards.usgs.gov/ ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 7 designmaps/us/application.php]) was previously utilized (GSI, 2018) for design purposes, and those parameters are repeated below. The short spectral response utilizes a period of 0.2 seconds. 2016 CBC SEISMIC DESIGN PARAMETERS PARAMETER VALUE 2016 CBC REFERENCE Risk Category I, II, Ill Table 1604.5 Site Class D Section 1613.3.2/ASCE 7-10 (p. 203-205) Spectral Response - (0.2 sec), S 1.136 g Section 1613.3.1 Figure 1613.3.1 (1) Spectral Response -(1 sec), S1 0.436 g Section 1613.3.1 Figure 1613.3.1 (2) Site Coefficient, F. 1.046 Table 1613.3.3(1) Site Coefficient, F8 1.564 Table 1613.3.3(2) Maximum Considered Earthquake Spectral 1.188 g Section 1613.3.3 Response Acceleration (0.2 sec), SMS (Eqn 16-37) Maximum Considered Earthquake Spectral 0.682 g Section 1613.3.3 Response Acceleration (1 sec), SMI (Eqn 16-38) 5% Damped Design Spectral Response 0.792 g Section 1613.3.4 Acceleration (0.2 sec), (Eqn 16-39) 5% Damped Design Spectral Response 0.455 g Section 1613.3.4 Acceleration (1 sec), 5D1 (Eqn 16-40) PGAM - Probabilistic Vertical Ground Acceleration may be 0.471 g ASCE 7-10 (Eqn 11.8.1) assumed as about 50% of these values. Seismic Design Category 0 Section 1613.3.5/ASCE 7-10 (Table 11.6-1 or 11.6-2) GENERAL SEISMIC PARAMETERS PARAMETER I VALUE Distance to Seismic Source (Newport-Inglewood offshore) ±5.5 mi (8.8 km)" Upper Bound Earthquake (Newport-Inglewood offshore) M = 7.1(2) - From Blake (2000) (2) - Cao, et W. (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 ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp12\75007536a.gef GeoSoils, Inc. Page 8 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. SECONDARY SEISMIC HAZARDS A review of the City of Carlsbad geotechnical hazards study (Carlsbad, 1992), indicates that the site is not susceptible to liquefaction, and is therefore not susceptible to lateral spreading. The following list includes other geologic/seismic related hazards that have been considered during our evaluation of the site. The hazards listed are considered negligible and/or mitigated as a result of site location, soil characteristics, and typical site development procedures: Subsidence Ground Lurching or Shallow Ground Rupture Tsunami Seiche SLOPE STABILITY Based on site conditions and planned improvements, significant cut and/or fill slopes are not anticipated. Therefore, no recommendations are deemed necessary. Temporary slopes for construction (i.e., trenching, etc.) are discussed in subsequent sections of our report. If planned, any slope should be constructed per Code (CBSC, 2016). LABORATORY TESTING Laboratory tests were previously performed (GSI, 2018) on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are repeated below: Classification Soils were classified with respect to the Unified Soil Classification System (USGS) in general accordance with ASTM D 2487 and D 2488. The soil classifications of onsite soils are provided on the Boring Logs in Appendix B. Moisture Density Relations The field moisture contents and field dry densities of selected, relatively undisturbed soil samples were previously evaluated in the laboratory, in general accordance with ASTM ProPacitic Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 File:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 9 I D 2216 and ASTM D 2937. The results of these tests are shown on Boring Logs in Appendix B. Laboratory Standard The maximum density and optimum moisture content was evaluated for a representative soil type encountered onsite, in general accordance with the laboratory standard, ASTM D 1557. The moisture-density relationships obtained for this soil is shown in the following table: Ii SAMPLE LOCATION I SOIL TYPE I MAXIMUM DRY I OPTIMUM MOISTURE II I II II AND DEPTH (FT) I DENSITY (PCF) I CONTENT (%) II B-2 @ 2.5'-4' I Reddish Brown, Silty Sand I 135.0 I 7.7::='I 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 AND DEPTH (FT) EXPANSION INDEX EXPANSION POTENTIAL I B-i @ 2.5-3.5' I <21 I Very Low Direct Shear Test Shear testing was performed on a representative, remolded sample of site soil in general accordance with ASTM Test Method D 3080 in a Direct Shear Machine of the strain control type. The shear test results are presented in Appendix D, and the following table: LOCATION AND DEPTH (Fl) I PRIMARY RESIDUAL _________________________ COHESION I FRICTION ANGLE COHESION I FRICTION ANGLE 1 (PSF) I (DEGREES) (PSF) I (DEGREES) __ -4 B-2 @ 2.5'.0' F 125 27.8 76 28.3 (Remolded) ProPacific Builders, Inc. W.O. 7536-A-Sc 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp12\75007536a.gef GeoSoils, Inc. Page 10 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 (performed by an outside laboratory) included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented Appendix D and in the following table: II SAMPLE LOCATION I SATURATED I SOLUBLE SOLUBLE I AND DEPTH (ft) RESISTIVITY I SULFATES CHLORIDES (ohm-cm) I (% by weight) (PPM) II B-i @ 2.5'-3.5' I 7.0 I 3,800 I 0.0258 I 42 Corrosion Summary I Laboratory testing indicates that tested samples of the onsite soils are neutral with respect to soil acidity/alkalinity, are moderately corrosive to ferrous metals, present a negligible sulfate exposure, and chlorides were relatively low. Reinforced concrete mix design I should minimally conform to "Exposure Classes SO and Cl" in Table 19.3.1.1 of ACI 318-14. It should be noted that GSI does not consult in the field of corrosion engineering. Therefore, additional comments and recommendations may be obtained I from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the project architect and/or structural engineer. PRELIMINARY CONCLUSIONS AND RECOMMENDATIONS I Based on our field exploration, laboratory testing, and geotechnical engineering analysis, it is our opinion that the subject site is suitable for the proposed residential development I from a geotechnical engineering and geologic viewpoint, provided that the recommendations presented inthefollowing 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: Earth materials characteristics and depth to competent bearing material. I • On-going expansion and corrosion potential of site soils. Erosiveness of site earth materials. Potential for perched water during and following site development. I • Temporary slope stability. Regional seismic activity. I The recommendations presented herein consider these as well as other aspects of the site. The engineering analyses performed concerning site preparation and the ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 File:e:\wp12\7500\7536a.gef GeoSods, Inc. Page 11 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. 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 utility trenches 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 Act should be met. It is the onsite general contractor 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. Demolition/Grubbing Vegetation and any miscellaneous debris should be removed from the areas of proposed grading. Any existing subsurface structures uncovered during the recommended removal should be observed by GSI so that appropriate remedial recommendations can be provided. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSods, Inc. Page 12 Cavities or loose soils remaining after demolition and site clearance should be cleaned out and observed by the soil engineer. The cavities should be replaced with fill materials that have been moisture conditioned to at least optimum moisture content and compacted to at least 90 percent of the laboratory standard. Onsite septic systems (if encountered) should be removed in accordance with City guidelines, and San Diego County Department of Environmental Health standards/guidelines. Treatment of Existing Ground Removals should consist of all surficial deposits of fill, colluvium, and weathered paralic deposits (if present). Based on our site work, removal depths on the order of 1 foot, and possibly deeper, should be anticipated. These soils may be re-used as fill, provided that the soil is cleaned of any deleterious material and moisture conditioned, and compacted to a minimum 90 percent relative compaction per ASTM 0 1557. Removals should be completed throughout the entire building area and where settlement. In addition to removals within the building envelopes, overexcavation/undercutting of the underlying formational soil should be performed in order to provide for at least 3 feet of compacted fill below finish grade, or 2.feet below the footings, whichever is greater. Undercutting should be completed for a minimum lateral distance of at least 5 feet beyond the building footprint. Once removals and overexcavation is completed, the fill should be cleaned of deleterious materials, moisture conditioned, and recompacted to at least 90 percent relative compaction per ASTM D 1557. Subsequent to the above removals/overexcavation, the exposed bottom should be scarified to a depth of at least 6 to 8 inches, brought to at least optimum moisture content, and recompacted to a minimum relative compaction of 90 percent of the laboratory standard, prior to any fill placement. Existing fill and removed natural ground materials may be reused as compacted fill provided that major concentrations of vegetation and miscellaneous debris are removed from the site, prior to or during fill placement. Localized deeper removals may be necessary due to buried drainage channel meanders or dry porous materials, septic systems, etc. The project soils engineer/geologist should observe all removal areas during the grading. I I ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 13 I Li I I I I I I I I I I I I I I Fill Suitability Existing earth materials onsite should generate relatively fine grained, granular fill material, I and oversize material (i.e., greater than 12 inches in long dimension) is not anticipated. If soil importation is planned, samples of the soil import should be evaluated by this office prior to importing in order to assure compatibility with the onsite site soils and the recommendations presented in this report. Import soils, if used, should be relatively sandy and very low expansive (i.e., E.I. less than 21). Fill Placement Subsequent to ground preparation, fill materials should be brought to at least I optimum moisture content, placed in thin 6- to 8-inch lifts, and mechanically compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. Fill materials should be cleansed of major vegetation and debris prior to placement. I Any import materials should be observed and deemed suitable by the soils engineer prior to placement on the site. Foundation designs may be altered if import materials have a greater expansion value than the onsite materials encountered in this investigation. Graded Slopes Significant graded slope are not planned, nor anticipated for this project. Temporary Slopes Temporary slopes for excavations greater than 4 feet, but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes, up to a maximum height of ±20 feet, may be excavated at a 1:1 (h:v) gradient, or flatter, provided groundwater and/or running sands are not exposed. Construction materials or soil stockpiles should not be placed within 'H' of any temporary slope where 'H' equals the height 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. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fde:e:\wp1275OO\7536a.gef GeoSoils, Inc. Page 14 F I 1 PRELIMINARY RECOMMENDATIONS - FOUNDATIONS I 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, 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 additions 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 related to foundation design. Preliminary Foundation Design The foundation systems should be designed and constructed in accordance with guidelines presented in the 2016 CBC. An allowable bearing value of 2,000 pounds per square foot (psf) may be used for the design of footings that maintain a minimum width of 12 inches and a minimum depth of 12 inches (below the lowest adjacent grade) and are founded entirely into properly compacted, engineered fill. This value may be increased by 20 percent for each additional 12 inches in footing depth to a maximum value of 2,500 psf. These values may be increased by one-third when considering short duration seismic or wind loads. Isolated pad footings should have a minimum dimension of at least 24 inches square and a minimum embedment of 24 inches below the lowest adjacent grade into properly engineered fill. Foundation embedment depth excludes concrete slabs-on-grade, and/or slab underlayment. Foundations should not simultaneously bear on unweathered paralic deposits and engineered fill. For foundations deriving passive resistance from engineered fill, a passive earth pressure may be computed as an equivalent fluid having a density of 250 pcf, with a maximum earth pressure of 2,500 psf. The upper 6 inches of passive pressure should be neglected if not confined by slabs or pavement. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 15 1 I I fl- H I I I I I I I I I For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete to soil contact when multiplied by the dead load. When combining passive pressure and frictional resistance, the passive pressure component should be reduced by one-third. All footing setbacks from slopes should comply with Figure 1808.7.1 of the 2016 CBC. GSl recommends aminimum horizontal setback distance of 7 feet as measured from the bottom, outboard edge of the footing to the slope face. Footings for structures adjacent to retaining walls should be deepened so as to extend below a 1:1 projection from the heel of the wall. Alternatively, walls may be designed to accommodate structural loads from buildings or appurtenances as - described in the "Retaining Wall" section of this report. PRELIMINARY FOUNDATION CONSTRUCTION RECOMMENDATIONS The following foundation construction recommendations are presented as a minimum criteria from a soils engineering viewpoint. The following foundation construction recommendations are intended to support planned improvements underlain by at least 7 feet of non-detrimentally expansive soils (i.e., E.I.<21 and P1 <15). Although not anticipated based on the available data, should foundations be underlain by expansive soils they will require, specific design to mitigate expansive soil effects as required in Sections 1808.6.1 or 1808.6.2 of the 2016 CBC. Exterior and interior footings should be founded into engineered fill at a minimum depth of 12 inches below the lowest adjacent grade, and a minimum width of 12 inches, for the planned, 0ne.story structure. Isolated, exterior column and panel pads, or wall footings, should be at least 24 inches, square, and founded at a minimum depth of 24 inches into properly engineered fill. All footings should be minimally reinforced with two No. 4 reinforcing bars placed near the top, and two placed near the bottom of the footing, All exterior column footings, and perimeter wall footings, should be tied together via grade beams in at least one direction. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No.4 reinforcing bars at the top, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. A grade beam, reinforced as previously recommended and at least 12 inches square, should be provided across large (garage) entrances. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. ProPacific Builders, Inc. W.C. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 16 I A minimum concrete slab-on-grade thickness of 5 inches is recommended. Recommendations for floor slab underlayment are presented in a later section of this report. Concrete slabs should be reinforced with a minimum of No. 3 reinforcement bars placed at 18-inch on centers, in two horizontally perpendicular directions (i.e., long axis and short axis). All slab reinforcement should be supported to ensure proper mid-slab height positioning during placement of the concrete. "Hooking" of reinforcement is not an acceptable method of positioning. Specific slab subgrade pre-soaking is recommended for these soil conditions. Prior ' to the placement of underlayment sand and vapor retarder, GSI recommends that the slab subgrade materials be moisture conditioned to at least optimum moisture content to a minimum depth of 12 inches. Slab subgrade pre-soaking should be evaluated by the geotechnical consultant within 72 hours of the placement of the underlayment sand and vapor retarder. Soils generated from footing excavations to be used onsite should be compacted to a minimum relative compaction of 90 percent of the laboratory standard (ASTM D 1557), whether the soils are to be placed inside the foundation perimeter or in the yard/right-of-way areas. This material must not alter positive drainage patterns that direct drainage away from the structural areas and toward the street. Reinforced concrete mix design should conform to "Exposure Classes SO and Cl" in Table 19.3.1.1 of ACI-3 18-i 4, since concrete would likely be exposed to moisture. Foundation Settlement I Provided thatthe earthwork and foundation recommendations in this reported are adhered foundations bearing on engineered fill should be minimally designed to accommodate a differential settlement of 1-inch over a 40-foot horizontal span (angular distortion = 1/480). I SOIL MOISTURE TRANSMISSION CONSIDERATIONS I I L I ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad F11e:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 17 GSl 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 atypical 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, 2019). These recommendations may be exceeded or supplemented by a water "proofing" specialist, project architect, or structural consultant. Thus, the client will need to evaluate the following in light of a cost vs. benefit analysis (owner expectations and repairs/replacement), along with disclosure to all interested/affected parties. It should also be noted that vapor transmission will occur in new slab-on-grade floors as a result of chemical reactions taking place within the curing concrete. Vapor transmission through concrete floor slabs as a result of concrete curing has the potential to adversely affect sensitive floor coverings depending on the thickness of the concrete floor slab and the duration 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. 1. test results presented herein, and known soil conditions in the region, the anticipated typical water vapor transmission rates, floor coverings, and improvements (to be chosen by the Client and/or project architect) that can tolerate vapor transmission rates without significant distress, the following alternatives are provided: Concrete slabs should be thicker than 5-inches. Concrete slab underlayment 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, and be installed in accordance with ACI 302.1 R-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, shall be underlain by 2 inches of clean, washed sand (SE > 30) above a 10- to 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 302.1 R-04 (2004) states "If a cushion or sand layer is desired between the vapor retarder and the slab, care must be taken to protect the sand layer from taking on additional waterfrom 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 ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 18 I floor covering applications." Therefore, additional observation and/ortesting will be necessary for the cushion or sand layer for moisture content, and relatively uniform I thicknesses, prior to the placement of concrete. The vapor retarder shall be underlain by 2 inches of sand (SE > 30) placed directly on the prepared, moisture conditioned, subgrade and should be sealed to provide a continuous retarder under the entire slab, as discussed above. As discussed previously, GSI indicated this layer of import sand may be eliminated below the vapor retarder, if laboratory testing indicates that the slab subgrade soil have a sand equivalent (SE) of 30 or greater, during site grading. Concrete should have a maximum water/cement ratio of 0.50. This does not supercede 19.3.1.1 of the ACI (2014) for corrosion or other corrosive requirements. Additional concrete mix design recommendations should be provided by the structural consultant and/or waterproofing specialist. Concrete finishing and workablity should be addressed by the structural consultant and a waterproofing specialist. Where slab water/cement ratios are as indicated herein, and/or admixtures used, the structural consultant should also make changes to the concrete in the grade beams and footings in kind, so that the concrete used in the foundation and slabs are designed and/or treated for more uniform moisture protection. The owner(s) should be specifically advised which areas are suitable for tile flooring, vinyl flooring, or other types of water/vapor-sensitive flooring and which are not suitable. In all planned floor areas, flooring shall be installed 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 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. A technical representative of the flooring contractor should review the slab and moisture retarder plans and provide comment prior to the construction of the foundations or improvements. The vapor retarder contractor should have representatives onsite during the initial installation. I I ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 19 I I I I I I I I I I I I WALL DESIGN PARAMETERS General Recommendations for the design and construction of conventional masonry retaining walls are provided 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 Retaining 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. Please note that the onsite likely do not meet this criteria. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. Waterproofing should also be provided for site retaining walls in order to reduce the potential for efflorescence staining. Preliminary Retaining Wall Foundation Design Preliminary foundation design for retaining walls should incorporate the following recommendations: Minimum Footing Embedment - 24 inches below the lowest adjacent grade (excluding landscape layer [upper 6 inches]). 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 that the footing maintains a minimum width of 24 inches and extends at least 24 inches into approved engineered fill overlying dense formational materials. 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 properly compacted silty to clayey sand fill. 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. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fite:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 20 Backfill Soil Density -Soil densities ranging between 110 pcf and 115 pcf maybe 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). Any retaining wall footings near the perimeter of the site will likely need to be deepened into unweathered old paralic deposits for adequate vertical and lateral bearing support. All retaining wall 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 footing to the slope face. 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 City/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 maybe 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. I 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" I 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 I seismic loading. Equivalent fluid pressures for the design of cantilevered retaining walls are provided in the following table: I ProPacitic Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 21 I I I I I I I I I I I I I SURFACE SLOPE OF RETAINED MATERIAL (HORIZONTAL:VERTICAL) EQUIVALENT FLUID WEIGHT P.C.F. (SELECT BAC KFILL)2 EQUIVALENT FLUID WEIGHT P.C.F. (NATIVE BACKFILL)3 Level(') 38 50 2tol 55 60 Level backfill behind a retaining wall is defined as compacted earth materials, properly drained, without A slope for a distance of 2H behind the wall, 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.I. < 15, E.I. < 21, and < 15% passing No. 200 sieve. Seismic Surcharge For engineered 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, GSl recommends that the walls be evaluated for a seismic surcharge (in general accordance with 2016 CBC requirements). The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at theheel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 15H where RH" for retained walls is the dimension previously noted as the height of the backfill to the bottom of the footing. The resultant force should be applied at a distance 0.6 H up from the bottom of the footing. 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. For cantilevered walls, the pressure should be applied as an inverted triangular distribution using 15H. For restrained walls, the pressure should be applied as a rectangular distribution. 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 - 4/2 plane away from the back of the wall. The 15H seismic surcharge is derived from the formula: Ph =% ah Where: Ph = Seismic increment ah = Probabilistic horizontal site acceleration with a percentage of = total unit weight (115 to 125 pcf for site soils @ 90% relative compaction). H = Height of the wall from the bottom of the footing or point of pile fixity. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp127500\7536a.gef GeoSoils, Inc. Page 22 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 back drainage 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). For low expansive 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 medium expansion potential, continuous Class 2 permeable drain materials should be used behind the wall. This material should be continuous (i.e., full height) behind the wall, and it should be constructed in accordance with the enclosed Detail 1 (Typical Retaining Wall Backfill and Drainage Detail). For limited access and confined areas, (panel) drainage behind the wall may be constructed in accordance with Detail 2 (Retaining Wall Backfill and Subdrain Detail Geotextile Drain). Materials with an E.I. potential of greater than 50 should not be used as backfill for retaining walls. For more onerous expansive situations, backfill and drainage behind the retaining wall should conform with Detail 3 (Retaining Wall And Subdrain Detail Clean Sand Backfill). Drain outlets should consist of a 4-inch diameter solid PVC or ABS pipe spaced no greater than ±100 feet apart, with a minimum of two 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.l. <50). Proper surface drainage should also be provided. For additional mitigation, consideration should be given to applying a waterproof 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. Although not anticipated, should wall footings transition from cut to fill, the civil designer may specify either: I a) A minimum of a 2-foot overexcavation and recompaction of cut materials for a distance of 2H, from the point of transition. I b) Increase of the amount of reinforcing steel and wall detailing (i.e., expansion joints or crack control joints) such that a angular distortion of 1/360 for a distance of 2H on either side of the transition may be accommodated. Expansion joints should be I placed no greater than 20 feet on-center, in accordance with the structural engineer's/wall designer's recommendations, regardless of whether or not transition conditions exist. Expansion joints should be sealed with a flexible, non-shrink grout. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 23 Structural footing or settlement-sensitive improvement r Provide surface drainage via an (1) Waterproofing / engineered V-ditch (see civil plans membrane / for details) CMU or / 2:1 NO slope. reinforced-concrete_\ \ wall 112 Inchee - 12 unchee ç- Proposed grade I /" \ sloped to drain . : :•. per precise civil Native backfill \ drawings : 7":: (5) Weep hole . :. 1:1 NO or flatter backcut to be Footing and wall . properly benched design by other (6) Footing Waterproofing membrane. Gravel: Clean, crushed, 3% to iY 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 G I,c. J RETAINING WALL DETAIL - ALTERNATIVE A Detail 1 Structural footing or (1) Waterproofing settlement-sensitive improvement - membrane (optional) Provide surface drainage via engineered V-ditch (see civil plan details) CMIU or 24 NO slope reinforced-concrete wall ope..or level -T T .. .:•: .>---:(2) Composite.:. :. I (5) Weep hole— drain ,,- Proposed grade . . Filter f abn Native backfill / sloped to drain \\\ / per precise civil : . :. .. ..... drawings (4) Pipe 11 (h v) or flatter 77;backcut to be Footing and wall properly benched design by others - (6) 1 cubic toot of 3/4-inch crushed rock (7) Footing (1) 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). Filter 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 iY 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 C I RETAINING WALL DETAIL - ALTERNATIVE B Detail 2 Structural footing or settlement-sensitive improvement Provide surface drainage 2 2-1 NO slope uu _ \ :• '- (8) Native backfill (6) Clean sand backfill k:::•::•:•:•:•::•. . 1:1 NO or flatter :•" -' backcut to be (3) Filter fabric properly benched (2) Gravel Heel I (4) Pipe (1) Waterproofing membrane CMU or reinforced-concrete wall -----It ±12 inches (5) Weep hole H Proposed grade / sloped to drain J per precise civil drawings Footing and wall design by others '- (7) Footing Waterproofing membrane: Liquid boot or approved masticequivalent Gravel: Clean, crushed, % to 1Y 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 densified by water jetting upon approval by geotechnical engineer. Footing: If bench is created behind the footing greater than the footing width, use level till 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 G"Zoeo [ RETAINING WALL DETAIL - ALTERNATIVE C Detail 3 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. DRIVEWAY/PARKING. FLATWORK, AND OTHER IMPROVEMENTS 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 important that the homeowner be aware of this long-term potential for distress. To reduce the likelihood of distress, the following recommendations are presented for all exterior flatwork: The subgrade area for concrete slabs should be compacted to achieve a minimum 90 percent relative compaction (sidewalks, patios), and 95 percent relative compaction (traffic pavements), 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. 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, non-vehicle slabs (sidewalks, patios, etc.) should be a minimum of 4 inches thick. Driveway and parking area concrete slabs and approaches should be at least 6 inches thick. A thickened edge (12 inches) should also be considered adjacent to all landscape areas, to help impede infiltration of landscape water under the slab(s). All pavement construction should minimally be performed in general accordance with industry standards and properly transitioned. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp127500\7536a.gef GeoSods, Inc. Page 27 Asphaltic should minimally consist of 4 inches asphalt over 4 inches of compacted aggregate, base per the City. Trash truck loading areas should be designed per Carlsbad City standard drawings (City of Carlsbad, 1993). 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. :g20), 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 % 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 for sidewalks and patios, and a minimum 3,250 psi for traffic pavements. Driveways, sidewalks, and patio slabs adjacent to the structure should be separated from the structure 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 structure. 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. ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad File:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 28 I 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 lot should provide a minimum of 1 to 2 percent fall to the street, as indicated herein. 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. DEVELOPMENT CRITERIA Onsite Storm Water Treatment Based on our evaluation, onsite storm water treatment systems should consider the following: Site soils (i.e., proposed compacted fill) are considered to belong to hydrologic subgroup "D." The presence of the thin surlicial fill/colluvium layer overlying dense formational soil will increase the potential for the development of a perched water table along the fill/colluvium and formation contact. There will be an increased potential for the adverse performance of structures, should the engineered fills supporting the proposed structures become saturated, due to settlement, or water vapor transmission. I . Impermeable liners and subdrains should be used along the bottom of bioretention swales/basins located within the influence of improvements on slopes. Impermeable liners used in conjunction with bioretention basins should consist of a 30-mil polyvinyl chloride (PVC) membrane that is covered by a minimum of 12 inches of clean soil, free from rocks and debris, with a maximum 4:1 (h:v) slope inclination, or flatter, and meets the following minimum specifications: ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.get GeoSods, Inc. Page 29 Solid Soils 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 Dl 004):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, then tight-lines, and directed to a suitable outlet. In practice, storm water BMP's are usually initially designed by the project design civil engineer. Selection of methods should include (but should not be limited to) review by licensed professionals including the geotechnical engineer, hydrogeologist, engineering geologist, project civil engineer, landscape architect, environmental professional, and industrial hygienist. Applicable governing agency requirements should be reviewed and included in design considerations. 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 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 ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 30 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, site drainage should conform to Section 1804.3 of the 2016 CBC. Consideration should be given to avoiding construction of planters adjacent to structures (buildings, pools, spas, etc.). Building pad drainage should be directed toward the street or other approved area(s). Although not a geotechnical requirement, roof gutters, down spouts, or other appropriate means may be utilized to control roof drainage. Down spouts, or drainage devices should outlet a minimum of 5 feet from structures or into a subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Erosion Control Cut and fill slopes will be subject to surficial erosion during and after grading. Onsite earth materials have a moderate to high erosion potential. Consideration should be given to providing hay bales and silt fences for the temporary control of surface water, from a geotechnical viewpoint. 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, 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 retarder 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. Graded slope areas should be planted with drought resistant vegetation. 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 ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 File:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 31 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 structure, 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, 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 0 the site, or trench backfilling after rough grading has been completed. This includes ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 32 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 homeowners, etc., that may perform such work. 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. 2. Exterior trenches adjacent to, and within areas extending below a 1:1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand 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. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSods, Inc. Page 33 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/recertification. During excavation. 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. 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 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. ProPacific Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 FiIe:e:\wp12\7500\7536a.gef GeoSoils, Inc. Page 34 i 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 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. ProPacitic Builders, Inc. W.O. 7536-A-SC 1330 Knowles Ave., Carlsbad February 15, 2019 Fi1e:e:\wp12\7500\7536a.gef GeoSods, Inc. Page 35 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 servkeiforthis portion of the project. All samples will be disposed of after 30 days, unless specifically requested by the client, in writing. ProPacific Builders, Inc. 1330 Knowles Ave., Carlsbad Fi1e:e:\wp12\7500\7536a.gef GeoSoils, Inc. W.O. 7536-A-SC February 15, 2019 Page 36 APPENDIX A REFERENCES GeoSoils, Inc. I APPENDIX A I REFERENCES American Concrete Institute, 2014, Building code requirements for structural concrete (ACl 318-14), an ACl standard and commentary: reported byACl Committee 318; dated May 24. ACl 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). American Society of Civil Engineers, 2010, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. 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 2009, Windows 95/98 version. Bozorgnia, V., Campbell K.W., and Niazi, M., 1999, Vertical ground motion: Characteristics, relationship with horizontal component, and building-code implications; Proceedings of the 5M1P99 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 2012 International Building Code, 2013 California Historical Building Code, Title 24, Part 8; 2013 California Existing Building Code, Title 24, Part 10. California Department of Conservation, California Geological Survey (CGS), 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in California: California Geological Survey Special Publication 42 (revised 2018), 93 p. GeoSoils, Inc. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Wills, C.J., 2003, The revised 2002 California probabilistic seismic hazard maps, dated June, http ://www.conservation .ca. gov/cgs/rghm/psha/fault_parameters/pdf/Documents /2002_CA_Hazard_Maps. pdf City of Carlsbad, 1993a, Standards for design and construction of public works improvements in the City of Carlsbad. _____ 1993b, Technical guidelines for geotechnical reports, dated December, 1992 City of Carlsbad, 1992, Geotechnical hazards analysis and mapping study, dated November. County of San Diego, Department of Planning and Land Use, Department of Public Works, 2007, Guidelines for determining significant geologic hazards, dated July 30. GeoSoils, Inc., 2018, Evaluation of Allowable Bearing Value, Active, Passive Pressures, Lateral Pressures, and Seismic Design Parameters, 1330 Knowles Avenue, Carlsbad, San Diego County, California 92008, W.O. 7536-A-SC, dated December 17. Geotracker, 2013, CSM report for public noticing, Carlsbad Gas & Propane, Inc., Global ID: T0607399182,1089 Carlsbad Village Dr., Carlsbad, CA, 92008 1804 Google Earth, 1994 -2018, Historical imagery application. 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, SS., 2007, Geologic map of the Oceanside 30' by 60' quadrangle, California, regional geologic map series, scale 1:100,000, California Geologic Survey Map No. 2. Mountain View Consulting, 2018, Improvement plans for: Ferri Residence, sheets 1 through 4, 10-scale, pdf file dated November 8. NV5, 2019, Review of geotechnical report, project no. 226816-0010146, dated January 18. 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, ProPacific Builders, Inc. Appendix A F11e:e:\wp127500\7536a.pge GeoSoils, Inc. Page 2 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, 2019, 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. Tan, S.S., and Giffen, D.G., 1995, Landslide hazards in the northern part of the San Diego Metropolitan area, San Diego County, California, Landslide hazard identification map no. 35, Plate 35G, Department of Conservation, Division of Mines and Geology, DMG Open File Report 95-04. United States Geological Survey, 2014 , U.S. Seismic design maps, earthquake hazards program, http://geohazards.usgs.gov/designmaps/us/application.php. Version 3.1.0, dated July. ProPacific Builders, Inc. Appendix A F11e:e:\wp12\75007536a.pge GeoSoils, Inc. Page 3 U , I' 'I I I I APPENDIX B HAND AUGER BORING LOGS I , I I I '1 I I I I GeoSoils, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM CONSISTENCY OR RELATIVE DENSITY Major Divisions Group Typical Names CRITERIA Symbols Well-graded gravels and gravel- a) U) GW sand mixtures, little or no fines Standard Penetration Test a) a' '5c Poorly graded gravels and Penetration U'o d GP gravel-sand mixtures, little or no Resistance N Relative 8 Z fines (blows/fl) Density U) cm Silty GM gravels gravel-sand-silt gg §! 0-4 Very loose z co mixtures -DO i 4-10 Loose GC Clayey gravels, gravel-sand-clay C mixtures 10-30 Medium C SW Well-graded sands and gravelly 30-50 Dense a) sands, little or no fines Q) • .2 0) r_ - a' > 50 Very dense — U) Poorly graded sands and a) -o c . o gravelly sands, little or no fines 0 COU'u a' SM Silty sands, sand-silt mixtures CL LL SC Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, Standard Penetration Test ML rock flour, silty or clayey fine sands U, U) 3 E . Unconfined Penetration Compressive Inorganic clays of low to U' CL medium plasticity, gravelly clays, Resistance N Strength o o a' - sandy clays, silty clays, lean (blows/fl) Consistency (tons/ft2) clays Z U) Organic silts and organic silty <2 Very Soft <0.25 U) OL clays of low plasticity 2-4 Soft 0.25 -.050 Inorganic silts, micaceous or C0 E MH diatomaceous fine sands or silts, 4-8 Medium 0.50 -1.00 > ° Ln elastic silts 8-15 Stiff 1.00-2.00 CH Inorganic clays of high plasticity, o I t) - fat clays 15-30 Very Stiff 2.00-4.00 >30 Hard >4.00 OH Organic clays of medium to high plasticity Highly Organic Soils PT Peat, mucic, and other highly organic soils 3" 3/4" #4 #10 #40 #200 U.S. Standard Sieve Unified Soil Gravel I Sand ISilt or Clay 11 E, lassification Cobbles 111 I fine coarse coarse medium fine MOISTURE CONDITIONS MATERIAL QUANTITY OTHER SYMBOLS Dry Absence of moisture: dusty, dry 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 content little 10-25% B Bulk Sample Very Moist Above optimum moisture content some 25-45% •• Groundwater Wet Visible free water; below water table Qp Pocket Penetrometer BASIC LOG FORMAT: Group name, Group symbol, (grain size), color, moisture, consistency or relative density. Additional comments: odor, presence of roots, mica, gypsum, coarse grained particles, etc. EXAMPLE: Sand (SP), fine to medium grained, brown, moist, loose, trace silt, little fine gravel, few cobbles up to 411 in size, some hair roots and rootlets. File:Mgr: c;\SoilClassif.wpd PLATE B-i GeoSoils, Inc. BORING LOG PROJECT: ProPacific Builders, Inc. 1330 Knowles Avenue, Carlsbad WO. 7536ASC BORING SHEET _L.. OF _.L. DATE EXCA VA TED 11/20/18 LOGGED BY: MJS APPROX. ELEV.: ±129 feet SAMPLE METHOD: Hand Sampler/Hand Auger Sample Material Description - is co .5 ED 0 () U) (I) 0 SM UNDIFFERENTIATED, UNDOCUMENTED FILLICOLLUVIUM: - - - -- ---- --- @ 0' SILTY SAND, light brown, dry, loose; abundant bioturbation \(burrowing). OLD PARALIC DEPOSITS: @ 1/2 SILTY SAND, medium red brown, moist, medium dense. - 2- Total Depth = 31/2' 4. No Groundwater/No Caving Encountered Backfilled 11-20-2018 6- 8- 10- 12- U Standard Penetration Test ' Groundwater I Undisturbed, Ring Sample 9 Seepage GeoSoils, Inc.. PLATE 2 GeoSoils, Inc. BORING LOG PROJECT: ProPacific Builders, Inc. 1330 Knowles Avenue, Carlsbad WO. 75364kSC BORING B2 SHEET _L OF ._L. DATEEXCAVATED 11/20/18 LOGGED BY: MJS APPROX. ELEV.: ±130 feet SAMPLE METHOD: Hand Sampler/Hand Auger Sample U 2 E Material Description LL >, Cl) .2 0 1! 0 o C D - U) . 0 • 0 .2 U) 0 - - - SM - - UNDIFFERENTIATED. UNDOCUMENTED FILUCOLLUVIUM: @ 0' SILTY SAND, light brown, dry, loose with depth; abundant bioturbation (burrowing). SM 107.6 3.1 15.1 OLD PARALIC DEPOSITS: I © 1' SILTY SAND, medium red brown, damp to moist, dense to medium I dense. Total Depth = 4' No Groundwater/No Caving Encountered Backfilled 11-20-2018 6- 8- 10- 12- I4 Standard Penetration Test - Groundwater I Undisturbed, Ring Sample 2 Seepage GeoSoils, Inc. PLATE 3 GeoSoils, Inc. BORING LOG PROJECT: ProPacific Builders, Inc. 1330 Knowles Avenue, Carlsbad WO. 7536-A-SC BORING B3 SHEET 1 OF DATEEXCAVATED 11/20/18 LOGGED BY: MJS APPROX.ELEV.: ±129 feet SAMPLE METHOD: Hand Sampler/Hand Auger Sample Material Description . ca 8 a a co 0 - - SM - - UNDIFFERENTIATED. UNDOCUMENTED FILUCOLLUVIUM: @ o' SILTY SAND, light brown, dry, loose; abundant bioturbation Sm \(burrowing). OLD PARALIC DEPOSITS: @ 1/2' SILTY SAND, medium red brown, moist, medium dense. 2- --- ___ - - ___________________________________________ Total Depth = 2' No Groundwater/No Caving Encountered Backfilled 11-20-2018 4- 6- 8- 10- 12- U Standard Penetration Test Groundwater I Undisturbed, Ring Sample 9 Seepage GeoSoils, Inc. PLATE 4 I Hi I GeoSoils, Inc. BORING LOG PROJECT: ProPacific Builders, Inc. 1330 Knowles Avenue, Carlsbad WO. 7536ASC BORING B4 SHEET _L. OF DATE EXCA VA TED 11/20/18 LOGGED BY: MJS APPROX. ELEV.: ±130 feet SAMPLE METHOD: Hand Sampler/Hand Auger Sample Material Description 0 - - SM - - UNDIFFERENTIATED. UNDOCUMENTED FILLICOLLUVIUM: @ 0' SILTY SAND, light brown, dry, hard; abundant bioturbation (burrowing). SM OLD PARALIC DEPOSITS: I © 1' SILTY SAND, red brown, moist, medium dense. 2- Total Depth = 21/2 No Groundwater/No Caving Encountered Backfihled 11-20-2018 4- 6- 8- 10- 12- - - ' Groundwater I4 Standard Penetration Test I Undisturbed, Ring Sample g Seepage GeoSoils, Inc. PLATE 5 I I I APPENDIX C SEISMICITY GeoSoils, Inc. TEST . OUT * * E Q F A U L T * * * version 3.00 ** * * * * * * DETERMINISTIC ESTIMATION OF PEAK ACCELERATION FROM DIGITIZED FAULTS JOB NUMBER: 7536 DATE: 11-16-2018 JOB NAME: ProPacific CALCULATION NAME: ProPacific FAULT-DATA-FILE NAME: C:\Program Files\EQFAULT1\CGSFLTE.DAT SITE COORDINATES: SITE LATITUDE: 33.1673 SITE LONGITUDE: 117.3412 SEARCH RADIUS: 62.4 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: 1 Basement Depth: .01 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. 7536-A-SC PLATE C-I TEST . OUT --------------- EQFAULT SUMMARY --------------- ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page .1 ESTIMATED MAX. EARTHQUAKE EVENT APPROXIMATE ABBREVIATED I DISTANCE MAXIMUM I PEAK JEST. SITE FAULT NAME I mi (km) JEARTHQUAKE1 SITE JINTENSITY MAG.(Mw) I ACCEL. g JMOD.MERC. NEWPORT-INGLEWOOD (Offshore) 1 5.5( 8.8)1 7.1 1 0.586 1 X ROSE CANYON 1 6.0( 9.6)1 7.2 1 0.580 1 X CORONADO BANK 1 21.6( 34.7)1 7.6 1 0.268 1 IX ELSINORE (TEMECULA) 1 23.7( 38.1)1 6.8 1 0.143 1 VIII ELSINORE (JULIAN) 1 23.9( 38.5)1 7.1 1 0.173 1 VIII ELSINORE (GLEN IVY) 1 32.9( 53.0)1 6.8 1 0.101 1 VII SAN JOAQUIN HILLS 1 34.7( 55.9)1 6.6 1 0.119 1 VII PALOS VERDES 1 35.6( 57.3)1 7.3 1 0.132 1 VIII EARTHQUAKE VALLEY 1 44.0( 70.8)1 6.5 1 0.061 1 VI NEWPORT-INGLEWOOD (L.A.Basin) 1 45.4( 73.1)1 7.1 1 0.089 1 VII SAN JACINTO-ANZA 1 46.2( 74.3)1 7.2 1 0.094 1 VII SAN JACINTO-SAN JACINTO VALLEY 1 46.6( 75.0)1 6.9 1 0.076 1 VII CHINO-CENTRAL AVE. (Elsinore) 1 47.0( 75.6)1 6.7 1 0.092 1 VII WHITTIER 1 50.8( 81.8)1 6.8 1 0.064 1 VI SAN JACINTO-COYOTE CREEK 1 52.2( 84.0)1 6.6 1 0.055 1 VI ELSINORE (COYOTE MOUNTAIN) 1 58.3( 93.9)1 6.8 1 0.056 1 VI SAN JACINTO-SAN BERNARDINO 1 59.0( 95.0)1 6.7 1 0.051 1 VI PUENTE HILLS BLIND THRUST 1 60.8( 97.8)1 7.1 1 0.093 1 VII -END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE NEWPORT-INGLEWOOD (offshore) FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 5.5 MILES (8.8 km) AWAY. LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION: 0.5864 g Page 2 W.O. 7536-A-SC PLATE C-2 100 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1000 1100 400 200 600 500 300 ig 800 700 CALIFORNIA FAULT MAP ProPacific W.O. 7536-A-SC PLATE C-3 1 El .1 .01 .001 MAXIMUM EARTHQUAKES ProPacific .1 1 10 Distance (mi) W.O. 7536-A-SC PLATE C-4 7.6 7.5 7.4 7.3 7.2 cD7.1 7.0 co -D 4-I 6.9 6.7 Mo 6.5 EARTHQUAKE MAGNITUDES & DISTANCES ProPacific .1 1 10 Distance (mi) W.O. 7536-A-SC PLATE C-5 TEST . OUT * * E Q S E A R C H * * * * Version 3.00 * * * ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS JOB NUMBER: 7536 DATE: 11-16-2018 JOB NAME: Propacific EARTHQUAKE-CATALOG-FILE NAME: ALLQUAKE .DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.1673 SITE LONGITUDE: 117.3412 SEARCH DATES: START DATE: 1800 END DATE: 2018 SEARCH RADIUS: 62.4 ml 100.4 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: 55 [SS=Strike-slip, DS=Reverse-slip, BT=Blind-thrust] SCOND: 1 Depth Source: A Basement Depth: .01 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 W.O. 7536-A-SC PLATE C-6 TEST . OUT ------------------------- 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) IDEPTHIQUAKE1 ACC. I MM I DISTANCE CODEI NORTH I WEST I I H M Seci (km)l MAG.I 9 IINT.I ml [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------ DMG I33.00001117.3000111/22/180012130 0.01 0.01 6.501 0.234 I IX I 11.8( 19.0) MGI I33.00001117.0000109/21/18561 730 0.01 0.01 5.001 0.048 I VI I 22.9( 36.8) MGI I32.80001117.1000105/25/18031 0 0 0.01 0.01 5.001 0.038 I V I 28.9( 46.6) DMG I32.70001117.2000105/27/1862120 0 0.01 0.01 5.901 0.056 I VI I 33.3( 53.6) PAS I32.97101117.8700107/13/198611347 8.21 6.01 5.301 0.038 I V I 33.5( 53.8) T-A I32.67001117.1700112/OO/18561 0 0 0.01 0.01 5.001 0.030 I V I 35.7( 57.5) T-A I32.67001117.1700110/21/18621 0 0 0.01 0.01 5.001 0.030 I I 35.7( 57.5) T-A I32.67001117.1700105/24/18651 0 0 0.01 0.01 5.001 0.030 I V I 35.7( 57.5) DMG 133.70001117.4000IOS/13/19101 620 0.01 0.01 5.001 0.029 I V I 36.9( 59.4) DMG 133.70001117.4000105/15/191011547 0.01 0.01 6.001 0.053 I VI I 36.9( 59.4) DMG I33.70001117.4000104/11/19101 757 0.01 0.01 5.001 0.029 I V I 36.9( 59.4) DMG I33.20001116.7000101/01/19201 235 0.01 0.01 5.001 0.029 I V I 37.1( 59.7) DMG I33.69901117.5110105/31/19381 83455.41 10.01 5.501 0.038 I V I 38.0( 61.1) DMG I32.80001116.8000110/23/1894123 3 0.01 0.01 5.701 0.040 I V I 40.3( 64.9) MGI I33.20001116.6000110/12/192011748 0.01 0.01 5.301 0.030 I V I 42.9( 69.0) DMG 133.71001116.9250109/23/19631144152.61 16.51 5.001 0.024 I V I 44.5( 71.6) DMG I33.75001117.0000106/06/191812232 0.01 0.01 5.001 0.024 I IV I 44.8( 72.1) DMG I33.75001117.0000104/21/19181223225.0I 0.01 6.801 0.074 I VIII 44.8( 72.1) MGI 133.80001117.6000104/22/191812115 0.01 0.01 5.001 0.023 I IV I 46.2( 74.3) DMG I33.57501117.9830103/11/19331 518 4.01 0.01 5.201 0.026 I V I 46.5( 74.8) DMG I33.61701117.9670103/11/19331 154 7.81 0.01 6.301 0.049 I VI I 47.6( 76.6) DMG I33.80001117.0000112/25/189911225 0.01 0.01 6.401 0.052 I VI I 47.9( 77.1) DMG I33.61701118.0170103/14/1933119 150.01 0.01 5.101 0.023 I IV I 49.8( 80.2) DMG I33.90001117.2000112/19/18801 0 0 0.01 0.01 6.001 0.038 I VI 51.2( 82.4) PAS I33.50101116.5130102/25/19801104738.51 13.61 5.501 0.027 I V I 53.0( 85.4) PDP I33.50801116.5140110/31/20011075616.61 15.01 5.101 0.021 I IV I 53.2( 85.6) DMG I33.50001116.5000109/30/19161 211 0.01 0.01 5.001 0.020 I IV I 53.7( 86.4) DMG I33.0000I116.4330106/04/194011035 8.31 0.01 5.101 '0.021 I IV I 53.8( 86.6) DMG I33.68301118.0500103/11/19331 658 3.01 0.01 5.501 0.026 I V I 54.2( 87.2) DMG I33.70001118.0670103/11/19331 85457.01 0.01 5.101 0.020 I IV I 55.7( 89.6) DMG I33.70001118.O67OIO3/11/19331 51022.01 0.01 5.101 0.020 I IV I 55.7( 89.6) DMG I34.00001117.2500107/23/19231 73026.01 0.01 6.251 0.039 I. V I 57.7( 92.9) MGI I34.00001117.5000112/16/1858110 0 0.01 0.01 7.001 0.064 I VI I 58.2( 93.7) DMG I33.75001118.0830103/11/19331 2 9 0.01 0.01 5.001 0.018 I IV I 58.7( 94.4) DMG I33.75001118.0830103/11/19331 230 0.01 0.01 5.101 0.019 I IV I 58.7( 94.4) DMG I33.75001118.0830103/11/19331 323 0.01 0.01 5.001 0.018 I IV I 58.7( 94.4) DMG I33.75001118.0830103/13/19331131828.01 0.01 5.301 0.021 I IV I 58.7( 94.4) DMG I33.75001118.0830103/11/19331 910 0.01 0.01 5.101 0.019 I IV I 58.7( 94.4) DMG I33.34301116.3460104/28/19691232042.91 20.01 5.801 0.029 I V I 58.7( 94.5) DMG I33.95001116.8500109/28/19461 719 9.01 0.01 5.001 0.017 I IV I 61.0( 98.1) DMG I33.40001116.3000IO2/09/1890112 6 0.01 0.01 6.301 0.037 I V I 62.2(100.1) DMG I33.78301118.1330110/02/19331 91017.61 0.01 5.401 0.021 I IV I 62.3(100.3) Page 2 W.O. 7536-A-SC PLATE C-7 I I! -END OF SEARCH- 42 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: 1800 TO 2018 I LENGTH OF SEARCH TIME: 219 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 11.8 MILES (19.0 km) AWAY. I LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.234 g I COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 0.845 b-value= 0.357 beta-value= 0.822 ------------------------------------ TABLE OF MAGNITUDES AND EXCEEDANCES: ------------------------------------ Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year +-----------------+------------ 4.0 I 42 I 0.19178 4.5 I 42 I 0.19178 5.0 I 42 I 0.19178 5.5 I 15 I 0.06849 6.0 I 9 I 0.04110 6.5 I 3 I 0.01370 7.0 I 1 I 0.00457 Page 3 W.O. 7536-A-SC PLATE C-8 -100 -400 -300 -200 -100 0 100 200 300 400 500 600 1100 1000 400 300 200 800 700 500 EARTHQUAKE EPICENTER MAP ProPacific W.O. 7536-A-SC PLATE C-9 EARTHQUAKE RECURRENCE CURVE ProPacific 100 10 1 1 .01 .001 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0 8.5 9.0 Magnitude (M) W.O. 7536-A-SC PLATE C-1O Number of Earthquakes (N) Above Magnitude (M) ProPacific 40 20 z Cl) 10 () > w 0 (1) .0 E z a) > 4 E 0 2 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. 7536-A-SC PLATE C-Il APPENDIX D LABORATORY DATA GeoSoils, Inc. I I I I 1 I I I 1 I I I I I I I I I I Cal Land Engineering, Inc. dba Quartech Consultant Geotechnical, Environmental, and Civil Engineering SUMMARY OF LABORATORY TEST DATA GeoSoils, Inc. QCI Project No.: 18-029-012b 5741 Palmer Way, Suite D Date: December 14, 2018 Carlsbad, CA 92010 Summarized by: GT W.O.: 7536-A Project: Propacific Test: Corrosion Corrosivity Test Results Sample Depth pH Chloride Sulfate Resistivity Sample ID (ft) CT-532 (643) CT-422 CT-417 CT-532 (643) (ppm) % By Weight (ohm-cm) B-1 2.5-3.5 7.00 42 0.0258 3,800 576 East Lambert Road, Brea, California 92821; Tel: 714-671-1050; Fax: 714-671-1090 W.O. 7536-A-SC PLATE D-2 APPENDIX E GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA GeoSoils, Inc. I GENERAL EARTHWORK, GRADING GUIDELINES, AND PRELIMINARY CRITERIA i 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 I in accordance with American Standard Testing Materials test method ASTM designation 0-1557. Random or representative field compaction tests should be performed in i 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 be removed ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. 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 ProPacific Builders, Inc. Appendix E IF11e:e:\wp12\7500\7536a.pge GeoSoils, Inc. 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. ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. 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. I 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 I 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 I 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 I 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 I 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 I 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 I grading procedures will be recommended. If an alternative to over-building and cutting back the compacted fill slopes is selected, I 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: I 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 I placed. The sheepsfoot roller should also be used to roll perpendicular to the ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 5 I 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. I 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. I 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 overexáavation 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. ProPacific Builders, Inc. Appendix E FiIe:e:\wp12\75007536a.pge GeoSoils, Inc. 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 ProPacific Builders, Inc. Appendix E I F11e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 7 I 11 El] I LI I I I 1 I I I I I I I I I as a plane up from the lower-most heel of the retaining structure, to the daylight grade of the nearby building pad or slope. If pools/spas or associated pool/spa improvements are constructed within this zone, they should be re-positioned (horizontally or vertically) so that they are supported by earth materials that are outside or below this 1:1 plane. If this is not possible given the area 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 havinga 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 0.25 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 H/3, where H is the height of the slope (in feet), from the slope face. This distance should not be less than 7 feet, nor need not be greater than 40 feet. 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 ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 8 I fill should be placed at a minimum of 95 percent relative compaction, at optimum moisture conditions. This requirement should be 90 percent relative compaction at over optimum moisture if the pool/spa is constructed within or near expansive soils. The potential for grading and/or re-grading of the pool/spa bottom, and attendant potential for shoring and/or slot excavation, needs to be considered during all aspects of pool/spa planning, design, and construction. 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 (optimum moisture content), or 18 inches (120 percent of the soil's optimum moisture content, or 3 percent over optimum moisture content, whichever is greater), for very low to low, and medium expansive soils, respectively. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing of the concrete and minimize the development of unsightly shrinkage cracks. Slab underlayment should consist of al - to 2-inch leveling course of sand (SE. >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. I ProPacific Builders, Inc. Appendix E I Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 9 I I I I Li I I I I I I I I I I I Li Pool/spa bottom or deck slabs should be founded entirely on competent bedrock, or properly compacted fill. Fill should be compacted to achieve a minimum 90 percent relative compaction, as discussed above. Prior to pouring concrete, subgrade soils below the pool/spa decking should be throughly watered to achieve a moisture content that is at least 2 percent above optimum moisture content, to a depth of at least 18 inches below the bottom of slabs. This moisture content should be maintained in the subgrade soils during concrete placement to promote uniform curing 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 immediately adjacent to the pool/spa, should be underlain by an 8-inch wide concrete cutoff shoulder (thickened edge) extending toadepth 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. ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSosis, Inc. 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. GSl 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 I 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 I materials engineer. I ProPacific Builders, Inc. Appendix E FiIe:e:\wp12\75007536a.pge GeoSoils, Inc. Page 11 I I I I I I I I I I I L] I I LI Li 23.. All pool/spa utility trenches should be compacted to 90 percent of the laboratory standard, under the full-time observation and testing of a qualified geotechnical consultant. Utility trench bottoms should be sloped away from the primary structure on the property (typically the residence). Pool and spa utility lines should not cross the primary structure's utility lines (i.e., 1 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. 17, ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. 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 ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. 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 contractors 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. ProPacific Builders, Inc. Appendix E Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 14 I 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. I 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 affecta solution. All backfill I not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. I 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 I has an obligation to notify Cal/OSHA and/or the proper controlling authorities. I I I I 7-7 I I I I I I ProPacific Builders, Inc. Appendix E I Fi1e:e:\wp12\7500\7536a.pge GeoSoils, Inc. Page 15 TYPE A Natural grade Proposed grade - - Colluvium and alluvium (remove) :. Typical benching Bedrock or approved native material See Alternate Details TYPE B Proposed grade Colluvium and alluvium (remove Typical benching Bedrock or approved native material See Alternate Details Selection of alternate subdrain details, location, and extent of subdrains should bet evaluated by the geotechnical consultant during grading. G4W&c. I CANYON SUBDRAIN DETAIL Plate E-1 6-Inch minimum / 12-inch minimum I I Or-Inch ntftum 6-inch minimum \\ - --\\• A-m.4(.,,mnni In, A-i B-i Filter material: Minimum volume of 9 cubic feet per lineal foot of pipe.FILTER MATERIAL Sieve Size Percent Passina Perforated pipe: 6-inch-diameter ABS or PVC pipe or 1 inch 100 approved substitute with minimum 8 perforations % inch 90-100 O(4-inch diameter) per lineal foot in % inch 40-100 bottom half of pipe (ASTM D-2751, SDR-35, or No.4 25-40 ASTM D-1527, Schd. 40). No. 8 18-33 No. 30 5-15 For continuous run in excess of 500 feet, use No. 50 0-7 8-inch-diameter pipe (ASTM D-3034, SDR-35, or No. 200 0-3 ASTM D-1785, Schd. 40). ALTERNATE i: PERFORATED PIPE AND FILTER MATERIAL \ 6-inch minimum V minimum 6-inch minimum 6 inch. minimum 6-inch minimum—' 6-inch minimum B-2 Gravel Material: 9 cubic feet per lineal foot. Perforated Pipe: See Alternate 1 Gravel: Clean 3/4-inch rock or approved substitute. Filer Fabric: Mirafi 140 or approved substitute. ALTERNATE 2 PERFORATED PIPE, GRAVEL, AND FILTER FABRIC G4~~*Ane* CANYON SUBDRAIN ALTERNATE DETAILS Plate E-2 Toe of slope as shown on grading plan Original ground surface to be restored with compacted fill -No 2D I -.- / I I / Compacted Fill / // / I '—Original ground surface D = Anticipated removai of unaultable material / 10 (depth per geotechnical erineer) '- Provide a 1:1 (H:V) minimum projection from toe of Back-cut varies. For deep removals, slope as shown on grading plan to the recommended backcut should be made no steeper removal depth. Slope height, site conditions, and/or than 1:1 (H:V), or flatter as necessary local conditions could dictate flatter projections. for safety considerations. FILL SLOPE TOEING OUT ON FLAT ALLUVIATED CANYON DETAIL I Plate E-3 - - - - - - —. - - - - - - - - - - - - Proposed grade Proposed additional compacted fill Previously placed, temporary compacted fill for drainage only * .......... .......... / ...................................... iinsuitable material (to be removed) Existing compacted fill - Bedrock or approved native material To be removed before placing additional compacted fill lGqro&C* REMOVAL ADJACENT TO EXISTING FILL ADJOINING CANYON FILL DETAIL Plate E-4 Blanket fill (if recommended by the geotechnical consultant) Drainage per design civil engineer Design : 15 mu :::15 foot 0-toot mnum 25-foot maximum ----- :777:77::771: fJJc& - drain spacing / ito 2 'Oct -foot minimum Toe key depth 17 77 I I 15-foot minfrnum orH/2 where Hiothe I slope height Buttress or stabilization till Typical benching (4-toot minimum) ' Bedrock or approved native material Subdrain as recommended by geotechnical consultant Typical benching 4-inch-diameter non-perforated outlet pipe and backdrain (see detail Plate E-6). Outlets to be spaced at 100-toot maximum intervals and shall extend 2 feet beyond the face of slope at time of rough grading completion. At the completion of rough grading. the design civil engineer should provide recommendations to convey any outlet's discharge to a suitable conveyance, utilizing a non-erosive device. 2-Percent Gradient Heel I GW Bc- TYPICAL STABILIZATION / BUTTRESS FILL DETAIL Plate E-5 - - - - - - -, - - - - - - - - - - - - 2-foot immI 4-inch - - - - :.:YL[Pipe MWMWn _T 2-foot 2-foot rrunnumI 2-foot Mffvmm 1 : LLI minIm 2-inch pipe mium Filter Material: Minimum of 5 cubic feet per lineal foot of pipe or 4 cubic feet per lineal feet of pipe when placed in square cut trench. Alternative in Lieu of Filter Material: Gravel may be encased in approved filter fabric. Filter fabric shall be Mirafi 140 or equivalent. Filter fabric shall be lapped a minimum of 12 inches in all joints. Minimum 4-Inch-Diameter Pipe: ABS-ASTM D-2751, SDR 35; or ASTM D-1527 Schedule 40, PVC-ASTM D-3034, SDR 35; or ASTM D-1785 Schedule 40 with a crushing strength of 1,000 pounds minimum, and a minimum of 8 uniformly-spaced perforations per foot of pipe. Must be installed with perforations down at bottom of pipe. Provide cap at upstream end of pipe. Slope at 2 percent to outlet pipe. Outlet pipe to be connected to subdrain pipe with tee or elbow. Notes: 1. Trench for outlet pipes to be backfilled and compacted with onsite soil. 2. Backdrains and lateral drains shall be located at elevation of every bench drain. First drain located at elevation just above lower lot grade. Additional drains may be required at the discretion of the geotechnical consultant. Filter Material shall be of the following Gravel shall be of the following specification or an approved equivalent, specification or an approved equivalent. Sieve Size Percent Passing Sieve Size Percent PassinQ 1 inch 100 iY2 inch 100 3% inch 90-100 No. 4 50 /8 inch 40-100 No. 200 8 No. 4 25-40 No. 8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 IGi ,c. I TYPICAL BUTTRESS SUBDRAIN DETAIL I Plate E-6 2-loot minimum in bedrock or approved j earth material s Toe of slope as shown on grading plan Proposed grade _ \. Natural slope to be restored with compacted fill - Compacted fill Backcut varies .0000000, 4-100t mhmtun 00-00 e. .,. •.. .• \ Bench width \ Bedrock or 3-loot minimum Y&Y) approved N:— native material 2-Percent GGraftfient 15-loot minimum or F 1-1/2 where H Is Subdrain as recommended by I the slope height I 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. I GW]&c- J FILL OVER NATURAL (SIDEHILL FILL) DETAIL Plate E-7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Cut/fill contact as shown on grading plan Cut/fill contact as shown on as-built plan H - height of elope Original (existing) grade Proposed grade Maintain Compacted fill fli I section from backcut to face IXF of finm elope 4-foot mWmum 'Bench width r may vary -i fOO minimum) I Cut slope rninimumJ I 15-foot minimum or key depth Lui.—H/2 where H ia—..-1 I the elope height Subdrain as recommended by geotechnical consultant Bedrock or approved native material NOTE: The cut portion of the slope should be excavated and evaluated by the geotechnical consultant prior to construction of the fill portion. FILL OVER CUT DETAIL Plate E-8 approved native material If recommended by the geotechnical consultant, the remaining cut portion of the slope may require removal and replacement with compacted fill. Natural slope Proposed finish grade . PàmovWuriti. Material - -- - _= ... .. :,. .. ..... Typical benching (4-foot minimum) Compacted stablization fill Hoot moum tilt back - Bedrock or other L> I Percent Gradient -- I - Subdrain as recommended by geotechnical consultant NOTES: 1. Subdrains may be required as specified by the geotechnical consultant. 2 W shall be equipment width (15 feet) for slope heights less than 25 feet. For slopes greater than 25 feet, W shall be evaluated by the geotechnical consultant. At no time, shall W be less than 1-1/2, where H is the height of the slope. STABLIZATION FILL FOR UNSTABLE MATERIAL EXPOSED IN CUT SLOPE DETAIL I Plate E-9 - - - - - - - - - - - - 1111110 111111110 - - - - - - - - - - - - - - - - - - - - - - - - Proposed finish grade ralgrade -------------------------- minimum minimum H - height of elope : t : i... ::.•••• see Note 1) ::.: . .:: : . \\ Bedrock or --•• \\ \\ approved -. : native material \\\\ Typical benching (4-foot minimum) 2-foot minimum _J 15-foot minimum I WF I or H/2 if H)30 feet I - Subdrain as recommended by key depth geotechnical consultant NOTES: 1. 15-foot minimum to be maintained from proposed finish slope face to backcut. 2. 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 G4W]&e.j SKIN FILL OF NATURAL GROUND DETAIL Plate E-10 Reconstruct compacted fill slope at 2:1 or flatter Natural grade (may increa8e or decrease pad area) Overexcavate and recompact replacement fill :. ... :.. . Proposed wiauitable atenal.... Back-cut varies / finish grade JL / 3-foot minimum fill blanket Avoid and/or clean up spillage of materials on the natural slope Bedrock or approved 2-foot minimum ... ... •. ... . '/•.:7__ __-._\\c\ native material flkey width \\- .. .. Typical benching -foot minimum) 2-percent gracient - F is-c -- Subdrain as recommended by geotechnical consultant NOTES: 1. Subdrain and key width requirements will be evaluated based on exposed subsurface conditions and thickness of overburden. 2. Pad overexcavation and recompaction should be performed if evaluated necessary by the geotechnical consultant. CVW5e* DAYLIGHT CUT LOT DETAIL • Plate E-11 - - - - - - - - - - - - - - - - - - - Natural grade Proposed pad grade aim II Subgrade at 2 percent gradient, draining toward street 3- to 7-foot minimume overexcavate and recompact Bedrock or per text of report approved native Typical benching material CUT LOT OR MATERIAL-TYPE TRANSITION Proposed pad grade Natural grade •• ._ . • Subgrade at 2 percent gradient, draining toward street 3- to 7-foot minimum. -' overexcavate and recompact per text of report *Deeper overexcavation may be recommended by the geotechnical Bedrock or consultant in steep cut-fill transition approved native areas, such that the underlying ypical material topography is no steeper than 31 (H:V) (4-foot minimum) CUT-FILL LOT (DAYLIGHT TRANSITION) [GOO&CO TRANSITION LOT DETAILS Plate E-12 VIEW NORMAL TO SLOPE FACE Proposed finish grade (E) \ " ICE) Hold-down depth coco __ —a-i (B) I- - CO CO __co (A) CD) - dD minimum native material VIEW PARALLEL TO SLOPE FACE Proposed finish grade (B) (E) Hold-down depth maximum I 3-foot minimum 15-foot minimum -H H- 25-toot minimum \\ from wall (C) 5-foot mingnum Bedrock or approved native material NOTES: One equipment width or a minimum of 15 feet between rows (or windrows). Height and width may vary depending on rock size and type of equipment Length of windrow shall be no greater than 100 feet. If approved by the geotechnical consultant, windrows may be placed direcity on competent material or bedrock, provided adequate space is available for compaction. Orientation of windrows may vary but should be as recommended by the geotechnical engineer and/or engineering geologist. Staggering of windrows is not necessary unless recommended. E Clear area for utility trenches, foundations, and swimming pools; Hold-down depth as specified in text of report, subject to governing agency approval. All fill over and around rock windrow shall be compacted to at least 90 percent relative compaction or as recommended. After fill between windrows is placed and compacted, with the lift of fill covering windrow, windrow should be proof rolled with a 10-9 dozer or equivalent VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED OVERSIZE ROCK DISPOSAL DETAIL Plate E-13 ROCK DISPOSAL P18 Fill lifts compacted over rock after embedment / 77- - - - - Granular material L __..._.. : Large Rock •.•:::...------- 1 I ... I I Size of excavation to I I Compacted Fill be commensurate I with rock size ROCK DISPOSAL LAYERS Granular soil to fill voids, densified by flooding r Compacted fill - - Layer one rock high J—Z _____ :•" Proposed finish grade • . ::. Hold-down depth - - PROFILE ALONG LAYER Over&e layer Compacted fill Hold-down depth mwmwn Fill Slope Clear zone TOP VIEW -r Layer one rock high Hold-down depth or below lowest utility as specified in text of report, subject to governing agency approval. . Clear zone for utility trenches, foundations, and swimming pools, as specified in text of reporL VIEWS ARE DIAGRAMMATIC ONLY AND MAY BE SUPERSEDED BY REPORT RECOMMENDATIONS OR CODE ROCK SHOULD NOT TOUCH AND VOIDS SHOULD BE COMPLETELY FILLED IN G4WJ1C. I ROCK DISPOSAL DETAIL Plate E-14 ,r Existing grade 5-foot-high impact/debris wall METHOD 1 Pad grade - 5-foot-high impact/debris wall METHOD 2 . Pad grade Existing grade 5-foot-wide catchment area 5-foot-high METHOD 3 r impact/debris wall Pad grade Existing grade 2:1 NO slope Fence 2:1 NO slope METHOD 4 Pad grade NOT TO SCALE I G*ic. DEBRIS DEVICE CONTROL METHODS DETAIL' Plate E-15 Rock-filled gabion basket Existing grade -- 5-foot minimum or as recommended by geotechnical consultant Proposed grade Filter fabric Drain rock Compacted till Gabion impact or diversion wall should be constructed at the base of the ascending slope subject to rock tall. Walls need to be constructed with high segments that sustain impact and mitigate potential for overtopping, and low segment that provides channelization of sediments and debris to desired depositional area for subsequent clean-out. Additional subdrain may be - recommended ,by geotechnical consultant. From GSA, 1987 G4JcTiJa . ROCK FALL MITIGATION DETAIL Plate E-16 r 4-inch perforated subdrain pipe (transverse) Direction of drainage CROSS SEC11ON VIEW NOT TO SCALE SEE NOTES Pool encapsulated in 5-foot thickness of sand MAP VIEW NOT TO SCALE concrete cut-on wall SEE NOTES B Top of elope Gravity-flow, —' nonperforated subdrain pipe (transverse) Toe of elope 4-inch perforated subdrain pipe (longitudinal) Au Coping I —5feof IL:-' 2-inch-thick sand layer Vapor retarder -' \ '- 6-inch-thick gravel layer 4-inch perforated subdrain pipe B II Cop ing — --- 5 foot r 175~ I H13 Zone of ... Pool Diatr088...I H 6-inch-thick---\ :::: gravel layer \ ::::::.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:...:.:::::::::::: Gravity-flow nonperforated—" \\ \ ----2-inch-thick eand layer subdrain pipe cut-off wall' Perforated subdrain pipe Concrete Vapor retarder NOTES: 6-inch-thick, dean gravel (% to 1Y2 inch) sub-base encapsulated in Mirafi 140N or equivalent, underlain by a 115-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 fills thicker than 20 feet should be constructed on deep foundations; otherwise, distress (tilting, cracking, etc.) should be expected. a Design does not apply to infinity-edge pools/spas. Gwile. I TYPICAL POOL/SPA DETAIL Plate E-17 I I I I I I 2-foot x 2-foot x Y4-inch steel plate 3tandard 3%-inch pipe nipple velded to top of plate 1-inch x 5-foot galvanized pipe, andard pipe threads top and bottom; tensions threaded on both ends and ded in 5-foot increments 3-inch schedule 40 PVC pipe sleeve, add n 5-foot increments with glue joints ,'- Proposed finish grade 14T I 5leet 5feet I I I 5 feet ___________ / Bottom of cleanout -"I Provide a minimum 1-foot fbedding of compacted sand NOTES: Locations of settlement plates should be clearly marked and readily visible (red flagged) to equipment operators. Contractor should maintain clearance of a 5-foot radius of plate base and withiin 5 feet (vertical) for heavy equipment Fill within clearance area should be hand compacted to project specifications or compacted by alternative approved method by the geotechnical consultant (in writing, prior to construction). After 5 feet (vertical) of fill is in place, contractor should maintain a 5-foot radiusequipment clearance from riser. Place and mechanically hand compact initial 2 feet of fill prior to establishing the initial reading. In the event of damage to the settlement plate or extension resulting from equipment operating within the specified clearance area, contractor should immediately notify the geotechnical consultant and should be responsible for restoring the settlement plates to working order. An alternate design and method of installation may be provided at the discretion of the geotechnical consultant G4jjsc. SETTLEMENT PLATE AND RISER DETAIL Plate E-18 I I I I I I I I I d I I I Finish grade 3to6feet 3/se-inch-diameter X 6-inch-long I carriage bolt or equivalent 6-inch diameter X 3Y2-inch-long hole Concrete backfill J G4Wrwi-e.I TYPICAL SURFACE SETTLEMENT MONUMENT Plate E-19 - - - - - - - - - - - - - - - - - - - S. SIDE VIEW poil pile Test pit TOP VIEW Flag Flag Spoil pile Test pit Light Vehicle 50 feet 50 feet 100 feet— G]lc. I TEST PIT SAFETY DIAGRAM Plate E-20 C(City of 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 buildiripérmit without a completed school. fee form. Project # & Name: DEV2018-0227, FERRI RESIDENCE Permit #: CBR2019-0409 Project Address: 1330 KNOWLES AVE Assessor's Parcel #: 1562313600 Project Applicant: CO-OWNER FERRI THEODORE D AND ELIZABETH A (Owner Name) Residential Square Feet: New/Additions: 1,900 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 12/17/2019 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 of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. 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 (By Appt. Only) San Marcos Unified Sch. District .255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only). Vista Unified 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: C Title: • Date:r-1p r: )- '- C4 CARLSBAD UNIFIED SCHOOL DISTRICT Name of School District: _ •,, CARLSBAD CA 92QO9 . . . Community & Economic ueveuoment__-_BuildingDivision 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-858 fax I building@carlsbadca.gov 33)-S000 PERMIT REPORT f Cka(rr-(C1sitbYa0d Print Date: 07/09/2020 Permit No: PREV2020-0039 Job Address: 1330 KNOWLES AVE, Permit Type: BLDG-Permit Revision Parcel #: 1562313600 Valuation: $0.00 Occupancy Group: #of Dwelling Units: 1 Bedrooms: 3 Bathrooms: 2.5 CARLSBAD, CA 92008 Status: Closed - Finaled Work Class: Residential Permit Revisic Track #: Applied: 03/04/2020 Lot #: Issued: 03/28/2020 Project #: DEV2018-0227 Finaled Close Out: 07/09/2020 Plan #: Construction Type: Orig. Plan Check #: CBC2019-0409 Inspector: PBurn Plan Check #: Final Inspection: Project Title: FERRI RESIDENCE Description: FERRI: REVISED TITLE 24 CALCS AND TRUSS DESIGN Applicant: Property Owner: Contractor: TOM VORKOPER FERRI THEODORE D AND ELIZABETH A PROPACIFIC BUILDERS INC 7406 SE 36TH ST 503 WHITING ST 1738 CEREUS.CT MERCER ISLAND, WA 98040-3413 EL SEGUNDO, CA 90245 CARLSBAD, CA 92011-5119 (858) 775-3465 (760) 481-8003 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $262.50 Total Fees: $ 297.SO Total Payments To Date: $ 0.00 - Balance Due: $297.50 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services 4 City of DEFERRED SUBMITTAL Building Division APPLICATION 1635 Faraday Avenue Cd'ls .JUA.t 760-602-2719 B-15 www.carlsbadca.gov Original Plan Check Number • &13'tzd1q —o4' Plan Revision Number PQVOcJ a39 Project Address 133 Wb-'1 P' 8A0 V eo- General Scope ioeferred Submittal: CONTACT INFORMATION: Name 'T4 /)kO& Phone !i 0t5 Fax Address 5 ('iI P'dfl41- /'JGt( City £.4rEJh4#€ Zip Email Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans 1 Calculations fl Soils El Energy El Other 2. Describe revisions in detail 3. List page(s) where each revision is shown L:4ft: m Lv I3c,i'IIi -.LL-5 iccJ 4. Does this revision, in any way, alter the exterior of the project? El Yes No Does this revision add ANY new floor area(s)? LI Yes J No Does this revision affect any fire related issues? El Yes ki No Is this a complete set? Yes El No £Signature 'ii /,1)44= Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbacica.gov www.carlsbadcagov I D I TI V LE'SIGNS DATE: February 24, 2020 TO: Scott Jaeger ProPacific Builders 5631 Palmer Way, Ste D Carlsbad, Ca 92010 FROM: Tom Vorkoper PROJECT: Ferri Residence Project No: 1808.01 REMARKS: TRANSMITTED VIA: 0 Fax No.: R U.S. Mail Courier 0 Rush 0 Regular [I] Overnight [1 Hand Deliver ZEmail Total number of pages included: >= 1 imm Scott- This letter is to confirm my review and acceptance of the truss drawings for the design intent of the Ferri Residence project - located at 1330 Knowles Ave, Carlsbad, Ca. The set of truss drawings were prepared by Alpine, Dated 12/19/19 and stamped/signed by Civil Engineer Justin Kelly. Please let me know if you need anything further. A!?0,, -~19 EXP. 4,f!2!1,/ * -, II OF c 0 Y 858.775.3465 I 7406 SE 38th St, Mercer Island, Wa. 98040 I tvorkoper©dtv-designs.com P R. &f 0(100,z a - 003? WV I2.2oib1 DEWMBN 19, 2014 EO SALAZAR 512 (111&OJ 24 e. 1fl I 1uuI I I I I JmC2 I ' sw3e I ROOF PLACEMENT PLAN PuGH NOTES: ROOF GL. Note I. Recommended hanger sizes noted are to be Simpson type hanger, and are supplied by others. 2. ' Indicates uplift reaction. Refer to structural documents arid building designer for all truss to structure connections. 3.RePere to loose cut rafter, hip, valle$ California and Jack fill areas. 4. Sullding designer to veriFy suitability OF truss to structure connection. Nitm S. Provide mm. long nails in truss to truss hardi.ere u$l.o. 6. This truss placement plan has been reviewed to verify that the designs leads, bearing locations and or truss to truss connections specified on the individual truss designs are appropriate with the location, orientation, spacing and supported framing Indicated on this placement plan. Conventional Framing members have not been included In this revioi.. All reef and/or floor truss bracing shall conform to the specifications of the GSl 6uide for installing and bracing of motel plate connected - 'good trusses. Anchor trusses as required by cede. i D ALPINE AN 11W COMPANY Alpine, an 11W Company 8801 Folsom Blvd., Suite 107 Sacramento, CA 95826 Phone: (800)877-3678 (916)387-0116 Fax: (916)387-1110 sacseals@itwbcg.com Site Information: Page 1: Customer Inland Empire Truss Job Number R2936 ES Job Description: FERRI RESIDENCE Address: Job Engineering Criteria: Design Code: CBC 2016 lntelli VIEW Version: 18.02.01 JRef#: 1WS568520003 Wind Standard: ASCE 7-10 Wind Speed (mph): 110 Roof Load (psf): 20.00-18.00- 0.00- 8.00 Building Type: Closed Floor Load (psI): None Printed 1/23/2020 3:11:34 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSIITPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSl/TPI 1 and NDS, the National Design Specification for Wood Construction by AF&PA. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI I Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters BI, B2, B7 and/or BIO (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or BIO, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1 118, available on-line at www.icc-es.org. Page 1 of 2 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the immediate vertical Deflection, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point(joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non-Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non-gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non-hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. References: AF&PA: American Forest & Paper Association, 1111 19th Street, NW, Suite 800, Washington, DC 20036; www.afand0a.org. ICC: International Code Council; www.iccsafe.org. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. TPI: Truss Plate Institute, 218 North Lee Street, Suite 312, Alexandria, VA 22314; www.toinst.org. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustrv.co Page 2 of 2 Loading Criteria (psI) TCLL: 20.00 TCDL: 18.00 BCLL: 0.00 BCDL: 8.00 Des Ld: 46.00 NCBCLL: 10.00 soffit 2.00 Load Duration: 1.25 Spacing: 24.0° Wind Criteria Wind SW: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Kzt:NA Mean Height: 15.11 It TCDL: 10.8 psf BCDL: 4.8 psf MWFRS Parallel Dist 0 to h12 C&C Dist a: 4.19 it Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Loading Bottom chord checked for 10.00 psI non-concurrent live load. Truss checked for 250# live and 0# dead movable load along Bottom Chord, non-concurrent with any other live loads. Wind Wind loads based on MWFRS with additional C&C member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp W-B 175 -930 S-F 117 -3284 V-C 628 -51 Q-P 393 0 C-U 194 -986 G-0 1235 -289 U-D 770 -19 H-0 214 -496 D-T 55 -807 0-I 135 -960 T-E 1106 -58 l-M 570 -33 E-S 107-1242 J-L 223 -1627 SEQN: 39756 GBRL I Ply: I I Job Number R2936..ES Cust R6852 JRet1WS568520003 116 FROM: Qty I FERRI RESIDENCE DrwNo: 023.20.1509.38590 Pace 1 012 Truss Label: IA I 1 JAK 0112312020 SirS. 779 I 511'S! 452 11'1710 157 1975 452 378 375 265 315'9 3656 411? I I I 11556 11356 12 F 12 12 65 12 953 11714 j 6714 j 3574 S 411'S 6512 74l 379 1'9 453 28'14 858 TB' S &e 5•4•74 111015 147k 18? 11.t4l8 5654 I 3511'S 4179 411? 110'lS 55si _ 2179 1 79 ON Snow Criteria (Pg,Pf in PSF) oefllCSl Criteria Pg: NA Ct NA CAT: NA PP Deflection in foe L/defl L Pt NA Ce: NA VERT(LL): 0.083 I 999 240 Lu: NA Cs: NA VERT(CL): 0.203 I 999 180 Snow Duration: NA HORZ(LL): 0.023 F - - HORZ(TL): 0.057 F - - Code! Misc Criteria Creep Factor 2.0 Bldg Code: CBC 2016 Max TC CSI: 0.650 TPI Std: 2014 Max BC CSI: 0.928 Rep Fac: Varies by Ld Case Max Web CSI: 0.909 FT!RT:8(0)!10(0) Plate Type(s): VIEW Ver 18.02.01.0118.17 WAVE Top chord 2x4 DF-L #1&Bet(g) Bat chord 2x4 DF-L #I&Bet.(g) B5 2x6 DF-L 02(9); Webs 2x4 DF-L Standard(g) WI, W19 2x6 DF-L 92(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. Special Loads -(Lumber Dur.Fac.1.25 I Plate Dur.Fac.1.25) TC: From 78 pit at 0.00 to 78 p1? at 11.89 TC: From 83 pit at 11.89 to 83 pit at 26.17 TC: From 77 p1? at 26.17 to 77 pit at 41.92 BC: From 16 pit at 0.46 to l6 pit at 11.89 BC: From 19 pit at 11.89t0 l9 pit at 18.08 BC: From l6 pit at 18.08 to l6 pit at 41.46 BC: 90 lb Conc. Load at 21.71 A Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ IR- !Rh IRw IU !RL W 475 I- I- 1233 I- /192 U 647 /-310 I- /338 /108 I- S 2708 I- I- /1549 I- I- L 854 I- I- /488 I- I- Wind reactions based on MWFRS W Brg Width =5.5 Min Req=5.5 U Brg Width =3.5 Min Req= 3.5 S Brg Width =3.5 Min Req=2.9 L Big Width =5.5 Min Req = 5.5 Bearings W & L are a rigid surface. Bearings U & S Fcperp = 625psi. Members not listed have forces less than 3759 Maximum Top Chord Forces Per Ply (Ibs) ChordsTens.Comp.ChordsTens.Comp. B-C 116 -784 G-H 359 -657 C-D 698 -64 H-I 242 -564 D-E 1558 -83 I-J . 293 -1689 E-F 3177 -150 J-K 133 -391 F-G 2058 -125 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. W-V 913 -212 P-R 732 -756 U -1 195 -749 P-0 753 -761 1-S 299 -1808 0-N 1323 -222 S-0 316-1636 N-M 1323 -222 Q-G 315-1641 M-L 1874 -272 Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. All plates are 3X4 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. () 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins Laterally brace bottom chord above filler with purlins at 24° OC. -IMPORTANT** FURNISH Of ALL NOTES ON THIS DRAWING! LL CONTRACTORS INCLUDING THE INSTALLERS installing and bracing. Refer to and follow the latest edition of SCSI (Building actices pnor to performing these fui,ctons. Installers shall provide temporary properly attached sfructural sheathunp and bottom chord shall have a properly rstraint Of webs shall have bracing installed per BCSI sections B3. B7 or B1O, as shown above and on the JoinfDetails, unless noted otherwise. Aefer to not be responsible for any deviation from this drawing,any failure to build the j, installation and bracing of tiussesA seal on this drawing or cover page Ailginpqr1rig responsibility soiely5pr.th_pdesjgn shown. The suitablilty inland Empire miss 275 West Rider SI Perils CA 92571 (951)300.1758 ALPINE mflWssaxir 8801 Folsom Blvd., Suite Sacramento, CA 95826 SEQN: 39756 GBRL Ply 1 Job Number R2936_ES jCustR6852 JRet1WS568520003 T16 FROM: Oty: I FERRI RESIDENCE DiwNo: 023.20.1509.38590 Page 2of2 Truss Label: IA I JAK 0112312020 Additional Notes Negative reaction(s) 01-3109 MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Shim all supports to solid bearing. ii PINING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating handling, shipoing, installing and bracing. Refer to and follow the latest edition of BCSI (Building by TPI ano'SBCA) or safely practices prior to performing these functions. Installers shall provide temporary a o'therwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny s shown for,permanent lateral restraint of webs shall have b1ac1n9 installed per SCSI sections B3 B7 or BID. each face of truss and position as shown above and on the Joint Details, unless noted otherwisâ. ftererto plate positions. failure to build the orcoverpaqo n. The suitability ruli i,orrorn acceptance any structure Inland Empire miss 275 West Rider St PenIs CA 92571 (951)300.1758 ALPINE muwiwansy 8801 Folsom Blvd., Suite Sacramento, CA 95826 SEQN: 39771 GBRL I Ply: I I Job Number R2936—ES Cust R6852 JRet1WS568520003 T17 FROM: ally: 1 FERRI RESIDENCE DrwNo: 02320.1509.50027 Truss Label: 1A1 I JAI( 01/23/2020 r 2118 758 ll1O'IO 157 1555 37810 377 3799 34193 M. 41W 7115 455 472 379 355 355 375 378 3118 3118 3914 288 -- •4X10 12 81 82 S 11814 3772 58 1 4514 5910 58 4714 4714 749 459 4810 1q10 2712 58 5•494 1178 11111710 I Ion I I 34•112 l37112 4158 411? Loading Criteria (psi) TCLL: 20.00 TCDL: 18.00 BCLL: 0.00 BCDL: 8.00 Des Ld: 46.00 NCBCLL: 10.00 Soffit: 2.00 Load Duration: 1.25 Spacing: 24.0" Wind Criteria Wind Std: ASCE 7-10 Speed: 110 mph Enclosure: Closed Risk Category: II EXP:C Kzt:NA Mean Height: 15.00 ft TCDL: 10.8 psf BCDL: 4.8 psf MWFRS Parallel Dist: 0 to h12 C&C Dicta: 4.19 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 3X4 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. (") 3 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss checked for 250# live and 09 dead movable load along Bottom Chord, non-concurrent with any other live loads. Snow Criteria (Pg,Pf in PSF) DefllCSl Criteria Pg: NA Ct NA CAT: NA PP Deflection in lao Udell L Pt: NA Ce: NA VERT(LL): 0.253 K 999 240 Lu: NA Cs: NA VERT(CL): 0.624 K 580 180 Snow Duration: NA HORZ(LL): 0.105 F - HORZ(TL): 0.261 F - - Code I Misc Criteria Creep Factor 2.0 Bldg Code: CBC 2016 Max TC CSI: 0.676 TPI Std: 2014 Max BC CSI: 0.755 Rep Fac: Varies by Ld Case Max Web CSI: 0.782 FTIRT:8(0)110(0) Plate Type(s): VIEW Vec 18.02.01.0118.17 WAVE, HS Purlins In lieu of structural panels use purlins to brace all fiat TC @24" cc. Laterally brace bottom chord above filler with purtins at 24" OC. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Negative reaction(s) of -366# MAX. from a non-wind load case requires uplift connection. See Maximum Reactions. Shim all supports to solid bearing. £ Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ IR- /Rh /Rw IU /RL AH 131 /-366 I- /- /123 /171 Z 3043 /- I- 11901 1- Q 1168 I- I- /687 I- I- Wind reactions based on MWFRS AH Brg Width = 5.5 Min Req = 5.5 Z Brg Width = 3.5 Min Req = 3.5 Q Brg Width = 5.5 Min Req = 5.5 Bearings AN & Q are a rigid surface. Bearing Z Fcperp = 625p5i. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1913 0 G-H 145 -2935 C -0 3720 0 H - J 267 -2952 D-E 1994 -78 J-L 377 -3903 E-F 0-1 L-N 342 -4152 F-G 0-1222 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. AH-AG 34-1136 W-V 3415 -142 AG-AF 34-1133 V - U 3757 -276 AF-AD 38-1116 U-T 3688 -275 AD-AC 0-2423 1-S 4134 -302 AC-Z 0-2384 S-R 4129 -308 Z-Y 142-4008 R-0 3605 -314 Y-X 367-1171 O-Q 3651 -322 X-W 2623 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AH-B 1199 -4 X-G 335 -1230 B-AD 152 -831 G-W 714 -252 AD-C 918 -36 W-H 218 -483 C-Z 166-1407 H-V 0 -1025 Z-D 0 -998 V-J 164 -957 D-Y 1925 0 J-T 385 -22 Y-E 0-2046 T-L 109 -473 E-X 1788 0 R-N 458 0 F-X 972 0 N-Q 291 -3557 Lumber Top chord 2x4 DF-L 01&Bet(g) T5 2x4 DF-L #2(g); Sot chord 2x4 DF-L #1&Bet.(g) Bi, 82 2x4 DF-L #2(g); Webs 2x4 DF-L Standard(g) WI 2x6 DF-L #2(g); W12 2x4 DF-L #1&Bet(g); W25 2x6 DF-L SS(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, intaIIing.and bracing. •Referto and follow the latest edition of BCSl (Building it Safety Information, by TPl and SBCA) t0r safely practices pnor to performing these functions. Installers shall provide temporary CS!.. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propefly pid ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections 83. 87 or B1O, fie. APPTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otherwise. efer to 60A-Z for standard plate positions. failure to build the or cover page n. The suitability Inland Empire Truss 275 West Rider St Penis CA 92571 (951)300.1758 ALPINE, 8801 Folsom Blvd., Suite Sacramento, CA 95826 Of A Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ IR- /Rh IRw /U IRL Snow Criteria (Pg,Pf in PSF) DeflICSl Criteria Pg: NA Ct NA CAT: NA PP Deflection in icc LIdefl LI# Pf: NA Ce: NA VERT(LL): 0.042 0 999 240 Lu: NA Cs: NA VERT(CL): 0.131 N 999 180 Snow Duration: NA HORZ(LL): 0.010 M - - HORZ(TL): 0.030 M - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2016 Max TC CSI: 0.320 TPI Std: 2014 Max BC CSI: 0.809 Rep Fac: Varies by Ld Case Max Web CSI: 0.428 FTIRT:8(0)/10(0) Plate Type(s): VIEW Ver 18.02.01.0118.17 WAVE Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. 14117 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 18.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 8.00 Risk Category: Ii EXP:C Kzt:NA Des Ld: 46.00 Mean Height: 15.11 ft NCBCLL: 10.00 TCDL: 10.8 psf Soffit 2.00 BCDL: 4.8 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 Spacing: 24.0 C&C Dist a: 4.19 ft Loc. from endwali: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord 2x4 DF-L #1&Bet(g) Bet chord 2x4 DF-L #2(g) B3. B4 2x4 DF-L #1&Bet(g); Webs 2x4 DF-L Standard(g) Wi, W26 2x6 DF-L #2(g): W12 2x4 DF-L #2(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. AJ 454 I- I- /223 I- /163 AB 1468 I- I- /993 I- I- X 1812 I- I- /1080 I- I- M 537 I- I- /292 I- Wind reactions reactions based on MWFRS AJ Brg Width = 5.5 Min Req = 5.5 AB Brg Width = 3.5 Min Req = 3.5 X Brg Width =3.5 Min Req = 3.5 M Brg Width =5.5 Min Req = 5.5 Bearings AJ & M area rigid surface. Bearings AB & X Fcperp = 625ps1. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 244 -715 G-H 755 -59 C-D 930 0 H-I 1417 0 E-F 106 -489 J-K 281 -1250 F-G 106 -490 Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 3X6 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. () 5 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss checked for 250# live and 0# dead movable load along Bottom Chord, non-concurrent with any other live loads. Purlins Laterally brace bottom chord above filler with purlins at 24" OC. Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AJ-Al 847 -274 V - X 87 -1527 Al-AH 846 -271 R - P 971 -172 AH-AF 858 -267 P-O 963 -175 AB-AA 25 -938 0-N 1390 -305 Z-Y 349 -540 N-M 1393 -311 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AJ-B 271 -872 Y-H 840 0 AF-C 629 -18 H-X 0 -562 C-AB 167 -1000 X-1 168 -1339 AB-D 0 -665 l-R 527 -18 0 -AA 657 0 R - J 116 -905 M- E 0 -658 J-0 503 -31 Z-G 468 0 K-M 286 -1332 G-Y 0 -839 SEQN: 39780 GBRL I Ply: 1 Job Number R2936_ES Cust R6852 JRet.1WS568520003 118 FROM: Qty: 1 FERRI RESIDENCE DrwNo: 02:3.20.1510.22717 Truss Label: 1A2 I I JAI( 01/23/2020 211W 778 11 010i 157 1905 fl'8'I0, 267 3078 34113 38'l'Z 4111' 21V51 473 473 l -1 I i 479 311W 311'S 3714 5X6 F 12 z 12 '030 as E1 f 4:E A AlI AI4AG 3X4 AD AC WUV SRI OP NM Omit(- 2 5X10("fll) 112X3X3 re3X4 R5X8("XI) 92x3 1.49 re3X4 12 I2X3 92X3 12 92X3 9353 I2X3 11814 14714 157*4 4714 592 54W 1110 4814 4714 2'81 37'S 4710 I10 5512 58 I 5494 hlo 1011' IlIOIO 1975 2391 26'5' 3079 34111 3SjIl2 141.11. 4179 WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING' -IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Lt Safety Information, by TPl pnd SBCA) fOr safety practices pnor to performing these functions. Installers shall provide temporary BCSt. Unless noted Otnerwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progeny 31d ceiling. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or BIO, lie. AppTy plates to each face of truss and position as shown above and on the JoinfDetails, unless noted otheiwise. efer to 60A-Z for standard plate positions. failure to build the or cover page n. The suitability Inland Empire miss 275 West Rider St Perils CA 92571 (951)300-1758 ALPINE, 8801 Folsom Blvd., Suite Sacramento, CA 95826 Of Plating Notes Connectors in green lumber (g) designed using NDS/TPI reduction factors. All plates are 3X6 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. () 5 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss checked for 250# live and 0# dead movable load along Bottom Chord, non-concurrent with any other live loads. Purlins Laterally brace bottom chord above filler with pudins at 24" OC. Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. AD-AC 880 -296 R-P 972 -170 AB-AA 6 -945 P-O 964 -173 Z-Y 347 -540 0-N 1391 -303 Y-X 91-1524 N-M 1394 -309 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Camp. AD-B 286 -895 Y-H 836 0 AC-C 639 -20 H-X 0 -560 C-AB 169-1007 X-I 169 -1338 AB-D 0 -663 l-R 527 -19 D-M 656 0 R-J 116 -905 M- E 0 -660 J-0 502 -32 Z-G 463 0 K-M 284 -1332 G-Y 0 -834 SEQN: 39769 GBRL Ply: I Job Number R2936ES Cust R6852 JRet1WS568520003 119 FROM: Qty- 1 FERRI RESIDENCE DrwNo: 023.20.1510.35987 Truss Label: 1A3 I I JAK 0112312020 2'IlS 758 111010 157 1905 02510 252 3078 34'193 38I2 4Vl TI1& 473 ' 422 378 375 375 I I 478 31V5 31r4 3714 AD 5x6 F 12 .. 2 12 A- 11714 i 14714 12 1k5X8 -j 3.02 Ll as I WUV SRT 84 I. 11=3 1.49 ,m3X4 ru3X4 114X8 C5X81(I) 112X3 82113 12 I2X3 82113 1574 -A 58 411'S 5592 i 2'49 4714 4714 275 378 4810 1I0 5712 8 5'8 5494 11lrlo 147P 1972 2373 2551 3079 34'I12 35192 4178 4111 r Loading Criteria (psi) I Wind Criteria TCLL: 20.00 I Wind Std: ASCE 7-10 TCDL: 18.00 I Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 8.00 Risk Category: II I EXP: C Kzt: NA Des Ld: 46.00 I Mean Height: 15.11 ft NCBCLL: 10.00 I TCDL: 10.8 psI Soffit 2.00 I BCDL: 4.8 pill Load Duration: 1.25 I MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 I C&C Dist a: 4.19 ft Loc. from endwall: Any I GCpi: 0.18 I Wind Duration: 1.60 Lumber Top chord 20 DF-L #1&Bet(g) Bat chord 2x4 DF-L #1&Bet.(g) 84, B5 2x4 DF-L #2(g); Webs 2x4 OF-L Standard(g) WI, W24 2x6 DF-L #2(9); WIO 20 DF-L #2(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. £ Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ IR- /Rh /Rw /U /RL AD 454 I- I- /219 I- /171 AB 1471 I- I- /998 I- I- X 1808 I- I- /1074 I- I- M 537 I- I- /293 I- I- Wind reactions based on MWFRS AD Brg Width = 5.5 Min Req = 5.5 AB Brg Width = 3.5 Mm Req = 3.5 X Brg Width = 3.5 Mm Req 3.5 M Brg Width = 5.5 Min Req = 5.5 Bearings AD & Mare a rigid surface. Bearings AB & X Fcperp = 625p5i. Members not listed have tomes less than 3758 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 264 -734 G-H 755 -59 C-D 934 0 H-I 1414 0 E-F 107 -480 J-K 279 -1250 F-G 108 -481 Snow Criteria (Pg.Pf in PSF) Defl1CSI Criteria Pg: NA Ct NA CAT: N/ PP Deflection in bc 1/defi 1/8 Pt.NA Ce:NA VERT(LL): 0.042 Q 999 240 Lu: NA Cs: NA VERT(CL): 0.131 N 999 180 Snow Duration: NA HORZ(LL): 0.010 M - - HORZ(TL): 0.029 M - - Code I Misc Criteria Creep Factor: 2.0 Bldg Code: CBC 2016 Max TC CSI: 0.319 TPI Std: 2014 Max BC CSI: 0.810 Rep Fee: Varies by Ld Case Max Web CSI: 0.428 FTIRT:8(0)I10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01.0118.17 "WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, instalbing.and bra~ Iru g. Refer to and follow the latest edition of BCSI (Building it Safety Information, by TPI and SBCA) fOr safety practices pnor to perming these fui,clions. Installers shall provide temporary BCS!. Unless noted omerwise,top chord shall have properly attachedctural sheathing and bottom chord shall have a properly qid ceiling. Locations shown forpermanent lateral restraint of webs have bracing installed per BCSI sections B3, B7 or BiD, Ie. AppTy platesta es to each face of bess and position as shown above and on the JolnrDetatls, unless noted otherwise. (efer to 60A-Z for standard plate positions. failure to build the or cover page n. The suitability any Inland Empire Truss 275 West Rider 51 Perils CA 92571 (951)300-1758 ALPINE esnwes%SWEY 8801 Folsom Blvd.. Suite Sacramento, CA 95826 Of Snow Criteria (Pg.Pf in PSF) Pg: NA Cit NA CAT: Nfi Pf: NA Ce: NA Lu:NA Cs: NA Snow Duration: NA Code I Misc Criteria Bldg Code: CBC 2016 TPI Std: 2014 Rep Fac: Varies by Ld FT/RT:8(0)/10(0) Plate Type(s): WAVE, HS Defl1CS1 Criteria PP Deflection in bc Udell L/# VERT(LL): 0.137 D 999 240 VERT(CL): 0.355 0 888 180 HORZ(LL): 0.071 X - - HORZ(TL): 0.199 X - - Creep Factor 2.0 Max IC CSI: 0.521 Max BC CSI: 0.863 Max Web CSI: 0.686 VIEW Ver: 18.02.01.0118.17 Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Shim all supports to solid bearing. [àl:39765 GBRL I Ply: I Job Number R2936_ES Cust R6852 JRef.1WS568520003 T20 FROM: Qty: 1 FERRI RESIDENCE DiwNo: 023.20.1510.52810 Truss Label: 1A4 I JAK 0112312020 2111 T81 11'lOIO 158 1925 22610 26? 3029 34113 3811 4111 2111 4P3 ' 421 3'7'6 ' 361 l 361 ' 37'S ' 40's ' 3111 ' 31r4 ' 3994 5X8 F 12 10 4 C12 0 05 t w3X4 tT 14 AC A.B. AD I a3X4 5X8) 2 12 A 28312 12 . 302 H '- I -' m3X4 wuv SRT 54 op N M 11223 133X4 1.49 ru3X4 3X4 1114X8 55Xj()Q) 112X3 02K3 12 Il2X3 111223 1571 -j 8 4111 6512 2'41 4r14 , 4814 , 2T5 371 4210 , I10 55'12 '5'9 5414 111010 ' I42 1921 ' 23Y3 ' 38'58 3078 ' 34111 35I112 4151 4711- V, 1 Loading Criteria (pst) I Wind Criteria TCLL: 20.00 I Wind Std: ASCE 7-10 TCDL: 18.00 I Speed: 110 mph BCLL: 0.00 I Enclosure: Closed BCDL: 8.00 I Risk Category: II I EXP: C Kzt: NA Des Ld: 46.00 I Mean Height: 15.11 ft NCBCLL: 10.00 I TCDL: 10.8 psf soffit 2.00 I BCDL: 4.8 psf Load Duration:. 1.25 MWFRS Parallel Dist 0 to h12 Spacing: 24.0 I C&C Dist a: 4.19 ft I Loc. from endwall: Any I GCpi: 0.18 I Wind Duration: 1.60 Lumber Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet(g) B4, B5 2x4 DF-L #2(g); Webs 20 DF-L Standard(g) Wi, W24 2x6 DF-L #2(9); W10 2x4 DF-L 92(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. Plating Notes Connectors in green lumber (g) designed using NDSITPI reduction factors. All plates are 3X6 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. () 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss checked for 250# live and 0# dead movable load along Bottom Chord, non-concurrent with any other live loads. Purlins Laterally brace bottom chord above filler with purlins at24OC. A Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ /R- /Rh /Rw /U /RL AD 1034 I- I- /656 I- /171 X 2748 I- I- /1676 I- I- M 413 /- I- /171 /16 /- Wind reactions based on MWFRS AD Brg Width = 5.5 Min Req = 5.5 X Brg Width =3.5 Min Req= 3.5 M srg Width =5.5 Min Req= 5.5 Bearings AD & Mare a rigid surface. Bearing X Fcperp = 625p5i. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 270-3095 G-H 1528 -69 C-D 207-2524 H-I 2984 0 D-E 100-2599 l-J 1605 0 E-F 0-1371 J-K 634 -675 F-C 0-1373 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. AD-AC 2621 -251 U - S 0 -1607 AC-AB 2988 -241 S-R 0 -1617 AB-AA 2827 -84 R - P 353 -882 M-Z 2395 0 P-O 345 -891 Z-Y 352 -806 0-N 949 -292 Y-X 115-3285 N-M 947 -298 X-U 0-1595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AD-B 239-2730 V-H 1689 0 B-AC 400 0 H-X 0 -749 C-AB 167 -631 X-1 162 -1561 D -AB 0 -830 I - R 598 -20 M-E 505 -230 R-J 118 -1049 E-Z 309 -941 J-0 592 -34 F-Z 1136 0 0-K 135 -469 Z-G 1499 0 K-M 298 -885 C-V 0-1779 WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3uire extreme care in f~b7tin!,Sh andling, shipping, installing and bracing.afeInformation, ban BCA) for sfetypcticesprior to perforCS.Ugs noted iseopordhall havepropyathed std ceilingocations own fopermanent lateral restraint of webs shall have bracing installed per BCSl sections 63, B7 or Sb. Se. AppTattoach face of truss and position as shown above ando60A-Zforndard plate positions. to build the vet page IC suitability any Inland Empire Truss 275 West Rider St Penis CA 92571 (951)300.1758 ALPINE, 8801 Folsom Blvd., Suite Sacramento, CA 95826 of V - U 2608 -245 Q - P 109 -3347 U-T 2968 -234 P-O 0 -1708 1-S 2799 -77 0-N 350 -950 S-R 2359 0 N-M 963 -308 R-Q 359 -856 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. V-B 241 -2716 Q-H 1701 0 B-U 397 0 H-P 0 -739 C-T 167 -633 P-1 168 -1536 D-T 0 -817 1-0 588 -22 S-E 510 -235 0-J 116 -1090 E-R 315 -948 J-N 646 -32 F-R 1087 0 N-K 136 -475 R-G 1505 0 K-M 322 -889 G-Q 0-1784 SEON: 39787 FROM: GBRL I Ply: 1 Qty: I I Job Number. R2938_ES I FERRI RESIDENCE Truss Label: lAS Icust R6852 JRef.1WS568520003 T21 I DrwNo: 023.20.1511.24060 I JAK 0112312020 2'1f5 T8 11'lO"lO 154 190"5 22'6"10 267 3078 34'113 38'V2 41W 21V51 4•r3 478 3•7 35 35 37 4T8 3'115 3114 3914 E5X6 F 12 %3X12 E wo R %H0810 12 I to I b 1 +1 : T B 0 12 P 11 84 W21 W4XaM 5X8) ___ 2 1.49 . 12 12 A 26312 A 174 -A 4118 6'512 2'49 4'6"14 4T14 2'993i 3'7"8 5'9'4 5512 58 'S'e 5'414 111010 ' 143' 19'05 ' 2393 267' 3078 351112 41T8 4th' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 18.00 Speed: 110 mph BCLL: 0.00 Enclosure: Closed BCDL: 8.00 Risk Category: II EXP:C Kzt:NA Des Ld: 46.00 Mean Height 15.11 ft NCBCLL: 10.00 TCDL: 10.8 psf Soffit: 2.00 BCDL: 4.8 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 C&C Dist a: 4.19 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Additional Notes Top chord 2x4 DF-L #1&Bet(g) Shim all supports to solid bearing. Bot chord 2x4 DF-L #1&Bet.(g) 84 2x4 DF-L #2(g); Webs 2x4 DF-L Standard(g) Wi, W21 2x6 DF-L #2(9); W10 2x4 DF-L #2(g); Lumber shall be dried to a maximum moisture content of 19% prior to installation. Plating Notes Connectors in green lumbar (g) designed using NDSITPI reduction factors. All plates are 3X6 except as noted. (I) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. () 4 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Loading Bottom chord checked for 10.00 psf non-concurrent live load. Truss checked for 2509 live and 09 dead movable load along Bottom Chord, non-concurrent with any other live loads. Wind Wind loads based on MWFRS with additional C&C member design. WARNING READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS uire extreme care in fabncatina. handlino. shicoino. installina and bracina. Refer to and follow the latest a any A Maximum Reactions (Ibs) Gravity Non-Gravity Loc R+ /R- 1Rh IRw IU /RL V 1029 I- I- /654 I- /163 P 2761 I- I- /1680 I- I- M 410 I- I- /170 /20 I- Wind reactions based on MWFRS V Brg Width =5.5 Min Req= 5.5 P Brg Width o3.5 Min Req= 3.5 M Brg Width = 5.5 Min Req = 5.5 Bearings V & Mare a rigid surface. Bearing P Fcperp = 625p5i. Members not listed have forces less than 3759 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 272-3016 G-H 1580 -62 C - D 209 -2500 H-1 3040 0 D-E 98-2566 l-J 1699 0 E-F 0-1326 J-K 662 -683 F-G 0-1329 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. of failure to build the or cover page L The suitabIlity Inland Empire Tress 275 West Rider St Penis CA 92571 (951)300.1758 ALPINE mawo 8801 Folsom Blvd., Suite Sacramento, CA 95828 Snow Criteria (Pg.Pf in PSF) Defl1CSl Criteria Pg: NA Ct NA CAT: N PP Deflection in Icc LIdefI L Pt NA Ce: NA VERT(LL): 0.135 D 999 240 Lu: NA Cs: NA VERT(CL): 0.351 D 899 180 Snow Duration: NA HORZ(LL): 0.069 P - - HORZ(TL): 0.194 P - - Code I Misc Criteria Creep Factor. 2.0 Bldg Code: CBC 2016 MaxTC CS!: 0.523 TPI SW: 2014 Max BC CSI: 0.861 Rep Fac: Varies by Ld Case Max Web CSI: 0.691 FT/RT:8(0)/10(0) Plate Type(s): WAVE, HS VIEW Ver: 18.02.01.0118.17 CLR Reinforcing Member Substitution This detail is to be used when a Continuous Lateral Restraint (CLR) Is specified on a truss design but an alternative web reinforcement method Is desired. Notes This detail is only applicable for changing the specified CLR shown on single ply sealed designs to T-reinforcement or L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. For minimum alternative reinforcement re-run design with appropriate reinforcement type. Use scabs instead of L- or T- reinforcement on webs with intersecting truss Joints, such as K-web Joints, that may interfere with proper application along the narrow face of the web. Web Member Specified CLR Alternative Reinforecement Size Restraint 1- or L- Reinf. Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 20 or 2x4 2 rows 2x6 2-2x4 2x6 1 row 2x4 1-2x6 2x6 2 rows 2x6 2-2x4010 2x8 I row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(* T-reinforcement L-reinforcement, or scab reinforcement to be same species and grade or better than web member unless specified otherwise on Engineer's seated design. 010 Center scab on wide face of web. Apply (1) scab to each face of web. T-Reinforcer'ient or T-Rein L-Refriforcement or Apply to either side of web narrow face Attach with lOd (0.1281x3.01,min) nails at 6' o.c. Reinforcing member Is a minimum 807. of web member length. T-Reinf. L-Reinf. Scab Reinforcementi Apply scab(s) to wide face of web. No more than (1) scab per face. Attach with lOd (0.12810.0',min) nails at 6' o.c. Reinforcing member Is a minimum 80% of web member length. Scab Reinf. oe '1 NOWARN0112001 WAD NO PU.LDW ALL ITE0 WI ThIS WIAVIIØ wld roó R.f.r to slid Trusus r,qlà. .xtro,u. cs,e ii eocrlcetffig. Is,00 Coos, IS. tst.st .tis, OF gcso cms cc.ipa,is,t So%y wi sn soc*, for u9.ty pier to perforç V. clwctlafll. be,tsUw'. .i,sL1 prov t.oporory Scs etheruiet top dord di 11eve property ottodled atructwsl .ie,itI*° tolldlsrd atisU have s property sttodrd utisU hey. bredig ie,tsli.d per c,,15LocsUe,is alloy. for p.ry.ny.t (5t.rai r.strsbit of .B7or 1110, as to •5d1 fec. Refer to dsubçu 150A-Z for .ts,rd plot. poslUonu. I TC LL PSF TC DL PSF BC DL PSF BC LL PSF REF CLR Subst DATE 01/02/19 DRWG BRCLBSuBO119 AN flWMM)1Y 13723 Rivetport Dilve Salle 200 MsandHeIie,MO63043 AIpw.. dvll of ITv Bg* Ceipc.wnte Grov. Iro. alisU v.0 0. ..uposulIO. Par any loi Pro Old, oro0is. any Color, to bS tile try., 01 ccnfarnonc. utth NeWTPI I. or tar hisidbig. ,tipte.No hutotisdy. I bruolig of troiw A east an Old, *1e10lg or eaver pope tieISç tide 5*ig, boost.. sptsrc. of p'of.uiut *.osie The .iitsity and ye of Wde f. ' ThSo D..r per NGI/WI I toc2. TOT, LD. PSF DUR. FAC. SPACING