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HomeMy WebLinkAbout2715 GREENOCK CT; ; CBR2019-3688; PermitCity of Building Permit Finaled Carlsbad Residential Permit Print Date: 12/04/2024 Job Address: 2715 GREENOCK CT, CARLSBAD, CA 92010-6515 Permit Type: BLDG-Residential Work Class: Addition Parcel 4*: 2081123300 Track 4*: Valuation: $120,468.40 Lot 4*: Occupancy Group: Project 4*: #of Dwelling Units: Plan 4*: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check 4*: Occupant Load: Plan Check 4*: Code Edition: Sprinkled: Permit No: CBR2019-3688 Status: Closed - Finaled Applied: 12/31/2019 Issued: 03/10/2020 Finaled Close Out: 12/04/2024 Final Inspection: 12/02/2024 INSPECTOR: Alvarado, Tony Project Title: Description: NOEL: 422 SF ADDITION 11200SF REMODEL //268 SF CA ROOM // 100 SF PATIO COVER//GAS TO OUTDOOR FIREPLACE UNDER 6 FT IN HIEGHT //ADD A/C Property Owner: STEVEN NOEL 1620 FARADAY AVE CARLSBAD, CA 92008-7313 (760) 535-7847 FEE AMOUNT BUILDING PERMIT FEE ($2000+) $700.55 BUILDING PLAN CHECK FEE (BLDG) $423.74 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $66.00 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION $175.00 MANUAL BLDG PLAN CHECK FEE $98.46 MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL $92.00 PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL $182.00 SB1473 GREEN BUILDING STATE STANDARDS FEE $5.00 STRONG MOTION-RESIDENTIAL $15.66 SWPPP INSPECTION FEE TIER 1 - Medium BLDG $246.00 SWPPP PLAN REVIEW FEE TIER 1 - MEDIUM $55.00 Total Fees: $2,059.41 Total Payments To Date: $2,059.41 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 1 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov f RESIDENTIAL 4L BUILDING PERMIT Plan Check BU Carlsbad APPLICATION Est. Value PC Deposit B-I Date Job Address 271 4c2(_ _f Suite: _ APN: 0-6e 102 1 CT/Project#: Lot #: Fire Sprinklers: yes Air Conditioning: 425Pno Electrical Panel Upgrade: BRIEF DESCRIPTION OF WORK: W4tV (G&'9 4XIiCb Cf- $ 4 Additlon/New: Living SF, — Deck SF, IêC Patio SF, — Garage SF Is this to create an Accessory Dwelling Unit? Yes / No New Fireplace?' No, if yes how many? Remodel: 20.5 SF of affected area Is the area a conversion or change of use? Yes 0 Pool/Spa: 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 %'Re roof: 0 Plumbing/MechanIcal/Electrical Only: ._Al_&..-vv'f\.o 1, -'_Al_,t1 dizcd APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: t -1' .1c%'(- Name:_____________________________ Address: V115_cr Address: City: CUACO StateCi Zip: 4Z.C) tO City: State:Zip: Phone: 7(D '~-.1i41 Phone: Email: Yloel._J-i_4t_@_1Cse Email:___________________________________ DESIGN PROFESSIONAL CONTRACTOR BUSINESS Name: Name: Address: Address: City: State:Zip: ___________ City: State:Zip: Phone: Phone: Email: Email: Architect State License: State License: Bus. License:_______________ (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 {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingcarIsbadca.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: 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. 0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Policy No. Expiration Date: II Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $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: L]AGENT DATE: (OPTION El ): OWNER-BUILDER DECLARATION: I hereby affirm that! 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). wner 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). LI 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 I 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 I phone / contractors' license number): S. I will provide some of the work, b ,e ontra ed (hired) he 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? 0 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? 0 Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: 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 IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over 5'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such 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 , k APPLICANT SIGNATURE: ,0- DATE: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: BuiIdingccarIsbadca.gov B-i Page 2 of 2 Rev. 06118 921JERIT1101' (C, M I Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? Wednesday, December 4, 2024 Page 10 of 10 aELCUT 1.0 to' q N LH IS 'TOMM-1 - B R, R 0 1 ~9- 3 6 8 E Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT CARLSBAD CA 92010-6515 IVR Number: 23975 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed Are inactives slopes properly Yes stabilized? Are areas flatter than 3:1 yes covered or protected? Are sediment controls properly Yes maintained? Are erosion control BMPs Yes functioning properly? Are natural areas protected Yes from erosion? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Have materials collected Yes around the storm drains? Has sediment accumulated on Yes impervious surfaces? Are dumpsters and trash Yes receptacles covered? Has trash/debris accumulated Yes throughout the site? Are stockpiles and spoils Yes protected from runoff? Are all storage areas clean Yes and maintained? Were spills/leaks observed Yes during the inspection? Were there any discharges Yes during the inspection? Are BMPs stockpiled for Yes emergency deployment? 12/02/2024 12/02/2024 BLDG-Final Inspection 269685-2024 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes BLDG-SW-Inspection 269687-2024 Passed Tony Alvarado - Complete Wednesday, December 4, 2024 Page 9 of 10 ffffiff R N Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/2312024 01/23/2024 BLDG-Final Inspection 237512-2024 Partial Pass Tony Alvarado Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final January 23, 2024: Approved-No building/residential interior remodel and new room addition Deficiencies-Partial Pass. Approved-front elevation bedroom addition area-(only), New addition area scope of work per architectural/structural plans and detail specifications-approved. Final-Electrical, Mechanical, and Plumbing, scope of work per architectural plans-approved for new room addition area (only). BLDG-SW-Inspection 237515-2024 Partial Pass Tony Alvarado Yes Yes Yes Yes Reinspection Incomplete Wednesday, December 4, 2024 Page 8 of 10 Permit Type: BLDG-Residential - Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency 1. California room, New single-story room Yes edition, rear side location of property, Footings and concrete slab/pad, steel reinforcement per engineered plans and detail specifications-approved. 2. Geotechnical/soils engineer, stated "soils compaction competent and safe for intended use" - verified. 10/1312022 10/13/2022 BLDG-15 Roof/ReRoof I94127-2022 Passed Tony Alvarado Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency October 12, 2022: Yes 1. New attached, addition structure Location, flat roof diaphragm section, method of attachment anchoring schedule for plywood-approved. 10/14/2022 10/14/2022 BLDG-I3 Shear 194164.2022 Passed Tony Alvarado Complete Panels/HO (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency October 14, 2022: Yes Structural shear panels and structural strong-wall, method of attachment fastening and anchoring schedule, per engineered plans and detail specifications. Share walls and strong wall for new room addition portion/section of remodel - approved. 01/23/2023 01/23/2023 BLDG-I6 Insulation 201250-2023 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency January 23, 2023: Yes Rough MEPS, for remodeled new California room locations, scope of work per engineered plans and detail specifications-approved. Title 24, thermal insulation, scope of work in remodel California room-approved. BLDG-34 Rough 201249-2023 Passed Tony Alvarado Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency January 23, 2023: Yes Rough MEPS, for remodeled new California room locations, scope of work per engineered plans and detail specifications-approved. Title 24, thermal insulation, scope of work in remodel California room-approved. Wednesday, December 4, 2024 1 Page 7 of 10 Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-17 Interior Lath-Drywall March 30, 2022: Yes Drywall/gypsum Board; type; size, and anchoring attachment-approved. Kitchen island, gas line under pressure air leak test-approved. BLDG-23 Gas-Test-Repairs March 30, 2022: Yes Drywall/gypsum Board; type; size, and anchoring attachment-approved. Kitchen island, gas line under pressure air leak test-approved. 09/02/2022 09/02/2022 BLDG-81 Underground 190810-2022 Partial Pass Tony Alvarado Reinspection Incomplete Combo(11,12,21,31) Checklist Item COMMENTS Passed BLDG-il Foundation-Ftg-Piers Steel rebar reinforcement, type size and Yes (Rebar) placement, per engineered foundation footing/slab steel plans - OK. prior to concrete footings and slab pour, geotechnical/soil, or civil engineer certification letter-Approved. b) Letter Stating; certifying slab pad and footing bottoms, in competent compacted soil and safe for intended use". Informed contractor/owner builder Steve-Approved. BLDG-12 Steel-Bond Beam Steel rebar reinforcement, type size and Yes placement, per engineered foundation footing/slab steel plans - OK. prior to concrete footings and slab pour, geotechnical/soil, or civil engineer certification letter-Approved. b) Letter Stating; "certifying slab pad and footing bottoms, in competent compacted soil and safe for intended use". Informed contractor/owner builder Steve-Approved. 09/06/2022 09/06/2022 BLDG-11 190695.2022 Passed Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 1. California room, New single-story room Yes edition, rear side location of property, Footings and concrete slab/pad, steel reinforcement per engineered plans and detail specifications-approved. 2. Geotechnical/soils engineer, stated "soils compaction competent and safe for intended use" - verified. BLDG-12 Steel/Bond 190696.2022 Passed Tony Alvarado Complete Beam Wednesday, December 4, 2024 - Page 6 of 10 Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed -Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency March 29, 2022: Yes Exterior kitchen area location, title 24 thermal insulation installed-approved. Kitchen location, new island location, pony wall/Low start frame wall, with rough electrical, plumbing and gas, scope of work, per plan - approved. BLDG-84 Rough 179282-2022 Partial Pass Tony Alvarado Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 March 29, 2022: Yes Frame-Steel-Bolting-Welding Exterior kitchen area location, title 24 (Decks), thermal insulation installed-approved. Kitchen location, new island location, pony wall/Low start frame wall, with rough electrical, plumbing and gas, scope of work, per plan - approved. BLDG-24 Rough-Topout March 29, 2022: Yes Exterior kitchen area location, title 24 thermal insulation installed-approved. Kitchen location, new island location, pony wall/Low start frame wall, with rough electrical, plumbing and gas, scope of work, per plan - approved. BLDG-34 Rough Electrical March 29, 2022: Yes Exterior kitchen area location, title 24 thermal insulation installed-approved. Kitchen location, new island location, pony wall/Low start frame wall, with rough electrical, plumbing and gas, scope of work, per plan - approved. BLDG-44 May 29, 2020: Yes Rough-Ducts-Dampers Front bedroom rough combo inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out roof nailing-approved. OK to dry-in. 03/30/2022 03/30/2022 BLDG-82 Drywall, 179521-2022 Passed Tony Alvarado Complete Exterior Lath, Gas Test, Hot Mop Wednesday, December 4, 2024 Page 5 of 10 IrsJE:eir,ro:NIEI Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT lVR Number: 23975 CARLSBAD CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Plumbing Final June 15, 2021: Yes No building/residential interior remodel and new room addition Deficiencies. Approved-front elevation bedroom addition area-(only), New addition area scope of work per architectural/structural plans and detail specifications-approved. Final-Electrical, Mechanical, and Plumbing, scope of work per architectural plans-approved for new room addition area (only). BLDG-Mechanical Final June 15, 2021: Yes No building/residential interior remodel and new room addition Deficiencies. Approved-front elevation bedroom addition area-(only), New addition area scope of work per architectural/structural plans and detail specifications-approved. Final-Electrical, Mechanical, and Plumbing, scope of work per architectural plans-approved for new room addition area (only). BLDG-Structural Final June 15, 2021: Yes No building/residential interior remodel and new room addition Deficiencies. Approved-front elevation bedroom addition area-(only), New addition area scope of work per architectural/structural plans and detail specifications-approved. Final-Electrical, Mechanical, and Plumbing, scope of work per architectural plans-approved for new room addition area (only). BLDG-Electrical Final June 15, 2021: Yes No building/residential interior remodel and new room addition Deficiencies. Approved-front elevation bedroom addition area-(only), New addition area scope of work per architectural/structural plans and detail specifications-approved. Final-Electrical, Mechanical, and Plumbing, scope of work per architectural plans-approved for new room addition area (only): 03/29/2022 03/29/2022 BLDG-16 Insulation 179283.2022 Passed Tony Alvarado Complete Wednesday, December 4, 2024 Page 4 of 10 MENNIENEEMMLLPILLE IM I' N E1C4 N If BRo93618'8)) Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT CARLSBAD, CA 92010-6515 IVR Number: 23975 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/0412020 06/04/2020 BLDG-16 Insulation 129266.2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency June 4, 2020-insulation scope of work Yes approved for front front bedroom area only. 12/1412020 12/14/2020 BLDG-24 Rough/Topout 146201.2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency December 14, 2020: Yes 1. Rough combination inspection for areas of: Master bedroom/bathroom-new shower addition/alteration scope of work - approved per architectural set of plans. 12/30/2020 12/30/2020 BLDG-16 Insulation 147246-2020 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency December 30, 2020: (virtual inspection). Yes 1. Master bedroom, shower stall area, energy title-24 insulation scope of work-approved. 12/31/2020 12/31/2020 BLDG-17 Interior 147326.2020 Passed Tony Alvarado Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency December 31, 2020: (virtual inspection). Yes 1. Interior master bathroom remodel, shower stall area, installation of new moisture resistive hardy backer board - approved. 06/04/2021 06/04/2021 BLDG-23 159064.2021 Passed Tony Alvarado Complete Gas/Test/Repairs - Checklist Item COMMENTS Passed BLDG-Building Deficiency June 4, 2021: (virtual inspection). Yes No plumbing gas test deficiencies. Gas plumbing line, under gas air pressure leak test with gauge, and tracer wire-approved. 06/15/2021 06/15/2021 BLDG-Final Inspection 159715-2021 Partial Pass Tony Alvarado Reinspection Incomplete Wednesday, December 4, 2024 Page 3 of 10 SME Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT IVR Number: 23975 CARLSBAD, CA 92010-6515 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-15 Roof/ReRoof 126045.2020 Partial Pass Tony Alvarado Reinspection Incomplete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency April 29, 2020: Yes Gridline #6 bedroom areas, (2) -bedrooms total. Addition/pop-outs areas shear-wall and roof nailing inspection - approved. Detail #4/Gridline #6-shear-wall at gable end, roof-truss system bracing/reinforcement and nailing pattern-approved. 05/29/2020 05/29/2020 BLDG-84 Rough 128835.2020 Partial Pass Tony Alvarado Reinspection Incomplete Corn bo(14,24, 34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency May 29, 2020: Yes Front bedroom rough combo inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out roof nailing-approved. OK to dry-in. BLDG-14 May 29, 2020: Yes Frame-Steel-Bolting-Welding Front bedroom rough combo (Decks) inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out .roof nailing-approved. OK to dry-in. BLDG-24 Rough-Topout May 29, 2020: Yes Front bedroom rough combo inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out roof nailing-approved. OK to dry-in. BLDG-34 Rough Electrical May 29, 2020: Yes Front bedroom rough combo inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out roof nailing-approved. OK to dry-in. BLDG-44 May 29, 2020: Yes Rough-Ducts-Dampers Front bedroom rough combo inspection-approved New subpanel at existing hallway hundred amp sub-panel and approved. Rear bathroom addition pop-out roof nailing-approved. OK to dry-in. Wednesday, December 4, 2024 Page 2 of 10 (City of Building Permit inspection History Fnalled Carlsbad RE MMMEMOLH!"S Permit Type: BLDG-Residential Application Date: 12/31/2019 Owner: STEVEN NOEL Work Class: Addition Issue Date: 03/10/2020 Subdivision: CARLSBAD TCT#76-12 Status: Closed - Finaled Expiration Date: 07/24/2023 Address: 2715 GREENOCK CT CARLSBAD CA 92010-6515 IVR Number: 23975 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 03/11/2020 03/11/2020 BLDG-21 122001-2020 Partial Pass Tony Alvarado Reinspection Incomplete tinderground/tinderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency March 11 2020: Yes Sewer lateral line point of connection at front yard Street location to new bedroom bathroom#4 addition point of connection location-approved. Underground plumbing for new bedroom/bathroom#4 front dwelling addition - approved. BLDG-SW-Pre-Con 122000-2020 Passed Tony Alvarado Complete 03/26/2020 03/26/2020 BLDG-11 123360-2020 Passed . Tony Alvarado Complete Foundation/Ftg/Piers (Rebar) BLDG-12 Steel/Bond 123359-2020 Passed Tony Alvarado Complete Beam BLDG-21 123358-2020 Passed Tony Alvarado Complete Underground/tinderflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency March 11, 2020: Yes Sewer lateral line point of connection at front yard Street location to new bedroom bathroom#4 addition point of connection location-approved. Underground plumbing for new bedroom/bathroom#4 front dwelling addition - approved. 04/29/2020 04/29/2020 BLDG-13 Shear 126046-2020 Partial Pass Tony Alvarado Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency April 29, 2020: Yes Gridline #6 bedroom areas, (2) -bedrooms total. Addition/pop-outs areas. shear-wall and roof nailing inspection - approved. Detail #4/Gridline #6-shear-wall at gable end, roof-truss system bracing/reinforcement and nailing pattern-approved. Wednesday, December 4, 2024 . Page 1 of 10 DATE: 02/27/2020 JURISDICTION: City of Carlsbad I EsGil A SAFEbuUtCornpany u/APPLICANT (7 PLAN CHECK #.: CBR2019-3688 SET: II PROJECT ADDRESS: 2715 Greenock Ct. PROJECT NAME: Noel Residence Addition and Remodel The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. See remarks below. 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. El 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. The applicant's copy of the check list has been sent to: Steven Noel Owner/Architect 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: Steven Noe! Telephone #: (760) 535-7847 Date contacted: Email: Steven.noel.architectgmail.com Mail Telephone Fax In Person REMARKS: Trusses are deferred. By: Ryan Murphy Enclosures: EsGil 02/19/2020 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil A SAFEbuiLtCompany DATE: 02/03/2020 DPLICANT 11 U JLJRIS/ifç L) JURISDICTION: City of Cans' a OV8S1Q7Ir PLAN CHECK SET: I violt 110 PROJECT ADDRESS: 2715 Greenock Ct. PROJECT NAME: Noel Residence Addition and Remodel LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI 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. El 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 applica contact person. =JI The applicant's copy of the check list has been sent to: Steven Noel Owner/Architect LI 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: Steven Noel Telephone #: (760)535-7847 Date contacted: (by: ) Email: Steven.noel.architect@gmail.com Mail Telephone Fax In Person REMARKS: By: Ryan Murphy Enclosures: EsGil 01/08/2019 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad CBR2019-3688 02/03/2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK #.: CBR2019-3688 JURISDICTION: City of Carlsbad PROJECT ADDRESS: 2715 Greenock Ct. - FLOOR AREA: SFD Addition: 423 sq. ft. STORIES: 1 Patio Covers: 318 sq. ft. Retaining Wall: 540 sq. ft. SFD Remodel: 200 sq. ft. REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 12/31/2019 DATE INITIAL PLAN REVIEW COMPLETED: 02/03/2020 FOREWORD (PLEASE READ): HEIGHT: -44-0' DATE PLANS RECEIVED BY ESGIL CORPORATION: 01/08/2019 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 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. 4. City of Carlsbad CBR2019-3688 02/03/2020 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. jJ 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. PLANS til5his All sheets of plans must be signed by the person responsible for their 6ned. k J, preparation. (California Business and Professions Code). tructural 2. Plans deviating from conventional wood frame construction shall have the heets structural portions signed and sealed by the California state licensed engineer or j9ned, architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). The permit application was for a 422 sq. ft. addition, 200 sq. ft. remodel, and a retaining wall. In addition to these items, the plans also show a 268 sq. ft. California Room and a 50 sq. ft. patio cover. Please check with the City for additional fees or remove these items from the plans. I see the demo elevations that were provided, however, please provide a demolition plan to help clarify size of existing openings and location of potential shear walls. Additional structural corrections may follow. A separate grading permit is required through the City. Once the grading plans are finished and approved, remove the 'Preliminary Not For Construction' overlay on the Civil's seal on sheets Cl and C2. GENERAL RESIDENTIAL REQUIREMENTS Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: Glazing in doors. Glazing adjacent to a door where the nearest vertical edge of the glazing is within a 24" arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60" above the walking surface. Exceptions: i-p—ddt-e—d—wit ity 2.13.20, see attached sheets araffif] )shown on ipdated 1 'Structural plans ih] () city 2.13.20, chris Glasson, rading permit pt required, heet 4-6 for 6ompliance kote R308.4 for all items issociated kith comment 6. City of Carlsbad CBR2019-3688 02/03/2020 Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position. Glazing in walls on the push side of and perpendicular to the plane of the door in a closed position (hinge side). Glazing that is adjacent to the fixed panel of patio doors. Glazing in the walls/doors facing or containing bathtubs, showers, hot tubs, spas, whirlpools, saunas, steam rooms and indoor/outdoor swimming pools where the bottom exposed edge of the glazing is less than 60" above the standing surface. Exception: Glazing that is more than 60", measured horizontally, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. See the figure below. Bathtub, whirlpool tub ,.r ht ti ih Sc S( 0 in. or Section view SG = Safety glazing required Measurements are to exposed glazing (,jij Glazing in individual fixed or operable panels that meet all of the following conditions: Exposed area of an individual pane is greater than 9 square feet, and: Exposed bottom edge is less than 18" above the floor, and: Exposed top edge is greater than 36" above the floor, and: One or more walking surfaces are within 36" horizontally of the plane of the glazing. All glass railings, regardless of height, above a walking surface (including structural baluster panels and nonstructural in-fill panels). Glazing where the bottom exposed edge is less than 36" above the plane of the adjacent walking surface of stairways, landings and ramps. Glazing adjacent to the landing at the bottom of a stairway, where the glazing is less than 36" above the landing and within 60" horizontally of the bottom tread. ROOFS City of Carlsbad CBR2019-3688 02/03/2020 (j Specify on the plans the following information for the roof materials, per Section Red keynof[ R106.1.1: and 15 on a) Manufacturer's name and product name/number. ieet A5 L b) ICC approval number, or equal. () (how the required ventilation for attics (or enclose rafter spaces formed where ee - ceilings are applied directly to the underside of roof rafters). The minimum vent entivation alculations area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more i heet A5 than 50%) of the required vent s located no more than 3 below the ridge).Show) (on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. ('J Enclosed rafter spaces do not require venting if the following specific insulation KeyNote 37 design is used per Sections R806.51EM3.9.6: 1 i added to sheet • If the insulation is air-permeable and t is installed directly below the roof A3 sheathing with rigid board or sheet insulation with a minimum R-4 value installed above the roof sheathing. (or)__________________________________________ lf the insulation is air-impermeable and it is in direct contact with the underside) of the roof sheathing. (or) If two layers of insulation are installed below the roof sheathing: An air- impermeable layer in direct contact with the underside of the roof sheathing and an additional layer of air permeable insulation installed directly under the air- impermeable insulation. Where eave vents are installed, insulation shall not block the free flow of air. A genera[tJoti minimum of 1" of air space shall be provided between the insulation and the roof 11 added to sheathing. To accommodate the thickness of insulation plus the required 1" sheet A3 clearance, member sizes may have to be increased for rafter-ceiling joists. Section R806.3. __f ènerai 10 added sheet A3 Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1/4" maximum openings. Section R806. 1. STRUCTURAL 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. 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: ee ttacd soils report. 13. [See Foundatio ' ou plan Enotesd Noteo to S City of Carlsbad CBR2019-3688 02/03/2020 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." (3 Provide a letter from the soils engineer confirming that the foundation plan, ;ee attached1 petter (soi grading plan and specifications have been reviewed and that it has been ls determined that the recommendations in the soils report are properly leport) incorporated into the construction documents (when required by the soil report) fcTedT 1 In Seismic Design Categories D, E or F, the soils investigation must address I (soils liquefaction, and, if retaining walls are proposed, the soils investigation must port) ] address increased loading on the walls due to earthquake motions. Section 1803.5.12. ee red tructural 1 The calculation package is incomplete (missing half of the pgs.) Provide complete lateral analysis. Additional corrections may apply once complete design Faiculot1ons. is submitted. hear wall egend adde]to Provide and reference strong wall details (roof and foundation level). 52.1 and 52 Befalls now (3j Provide and reference gable end and parallel framing shear transfer details. For eferenced. example, at the California Room. 55heet S0.2 for items (3 The plans shall indicate that special inspection will be provided for the following work. (CBC Chapter 17 and Section 107.2): Concrete construction. Special inspections and verifications should be provided in accordance with Section 1705.3. Masonry construction. Special inspection should be provided for all masonry construction in accordance with Section 1705.4. Expansion anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. Prefabricated Strong Walls. Periodic special inspection must be provided in accordance with Section 1705.1.1,1705.10.1,or 1705.11.2. roof Trusses are a deferred ubmittaI. See If applicable for resubmittal, provide truss details and truss calculations for this heet T-1 project. Specify truss identification numbers on the plans. roof Tsi] re a deferred If applicable for resubmittal, please provide evidence that the engineer-of-record submittal. See (or architect) has reviewed the truss calculation package prepared by others (i.e., heet -i--i a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. City of Carlsbad CBR2019-3688 02/03/2020 PLUMBING Please update the plumbing notes top left of sheet A2 and general notes 1 and 2 Fo-fidded to on the same sheet. Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 2 upper left of sheet GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 1 GPM of flow. CPC Sections 407, 408, 411, 412. @D Specify on the plans whether the existing house was built before or after 1994. ______ For additions or improvements to a residence built before 1994, note on the note added to plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons upper left of sheet of water per flush, urinals that use more than one gallon of water per flush, A2 showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California S13407. RESIDENTIAL GREEN BUILDING STANDARDS Please update green building notes under "construction notes" on sheet TI. Include the following notes as applicable: (j Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water fr+ 242dd1 to sheet drainage during construction by one of the following: A. Retention basins. B. Residential Green Where storm water is conveyed to a public drainage system, water shall be Building Standards filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. 205. Grading and paving. Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 1.8 gpm © 80 psi Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle City of Carlsbad CBR2019-3688 02/03/2020 -27:37] Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. ded to sheet Residential D27. Note on the plans that when a shower is provided with multiple shower heads, een the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the andards shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Note on the plans that landscape irrigation water use shall have weather or soil based controllers. CGC Section 4.304.1. 209. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. 300 Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Note on the plans that the gas fireplace(s) shall be a direct-vent sealed- combustion type. Woodstove or pellet stoves must be US EPA Phase II rated appliances. CGC Section 4.503.1. 03 Pollutant control. Note on the plans that during construction, ends of duct openings are to be sealed, and mechanical equipment is to be covered. CGC Section 4.504.1. I Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Interior moisture control. Note on the plans that the moisture content of wood shall not exceed 19% before it is enclosed in construction. The moisture content needs to be certified by one of 3 methods specified. Building materials with visible signs of water damage should not be used in construction. The moisture content must be determined by the contractor by one of the methods listed in CGC Section 4.505.3. ( Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. M City of Carlsbad CBR2019-3688 02/03/2020 308. Note on the plans that prior to final inspection the licensed contractor, architect or note ad'dd to engineer in responsible charge of the overall construction must provide to the sheet Ti, Energy building department official written verification that all applicable provisions notes. 1. from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. ENERGY 39. For the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply Equipment) ready space" shall be installed: New one- and two-family dwellings Townhouse style with attached garages (Major residential renovations (defined as renovations/additions having) (valuation of $60,000 or more)J Any project with an electrical service upgrade (including upgrades for PV installation) key note to sheet AT (The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole mech/elec (breaker, 1" raceway, No. 8 conductors installed to the anticipated charger location.) ynotes cont'd Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations that do not include an electrical upgrade do not require the panel capability or the 40A breaker. Check with the City for complete information. difor (Residential Energy Lighting Requirements: ES 150.0(k)) Residential Energy Lighting All installed luminaires shall be high-efficacy in accordance with ES TABLE equirements 150.0-A. Light sources that are not marked "JA8-2016-E" shall not be installed in added to sheet enclosed luminaires. ES 150.0k. A7. including all notes 40-44. In bathrooms, garages, laundry rooms, and utility rooms at least one luminaire shall be controlled by a vacancy sensor. 402. Dimmers or vacancy sensors shall control all LED style luminaires. Two exceptions: Fixtures installed in hallways or (closets under 70 square feet). C4 D3 Recessed can light fixtures shall be IC listed, air-tight labeled, and not be equipped with a standard medium base screw shell lamp holder. ES 150.0(k). SFD outdoor lighting fixtures that are attached to a building are required to be high efficacy, be manually on/off switch controlled, and have both motion sensor and photocell control. See ES 150.0(k) 3 for additional control options. (Residential ventilation requirements: ES 150.0(o)/ASH RAE 62.2) key note 8 Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. added to sheet Detail compliance by including a complying exhaust fan or a ducted range hood AT mech 6ynotes con to the exterior. City of Carlsbad CBR2019-3688 note 14iadi 02/03/2020 fo sheet AT I@) Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. lect gen noted I A bathroom is defined "as a room with a bathtub, shower, or spa or some similar I source of moisture". ont'd hote 13dded by a humidistat capable of an adjustment between 50 and 80% humidity. sheet AT 47. Residential bathroom exhaust fans shall be energy star rated and shall be control elect to gen noted nt'd CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. 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 brieflyf describe them and where they are located in the plans.) fiifin1ng wall 17 • Have changes been made to the plans not resulting from this correction list? w gn ith engineering Please indicate: calculations and geotechnical report! No U better attached 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. THE NOEL RESIDENCE 2019-021 - Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 3 Of: 204 Subject By Date RECEIVED FEB 18 2020 CITY OF CARLSBAD BUILDING DWI ION Structural Calculations For THE NOEL RESIDENCE Submittal: For Approval Submitted: 02/14/2020 Prepared By: Hung Nguyen, SE 27520 Glenwood Drive Mission Viejo, CA 92692 (949) 354-4459 1-4 A` S4907 EXP. O21 Project No.: 2019-021 ct Rlflawya THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 4 Of: 204 Subject By Date Table of Contents Tableof Contents ............................................................................................................................................................4 PROJECTDESCRIPTION ....................................................................................................................................................6 SCOPEOF WORK .......................................................................................................................................................... 6 GRAVITY LOAD RESISTING SYSTEM .............................................................................................................................6 LATERAL LOAD RESISTING SYSTEM .............................................................................................................................6 BASISOF DESIGNS ............................................................................................................................................................7 FOUNDATIONS.............................................................................................................................................................7 MATERIALS..................................................................................................................................................................7 ROOFDEAD LOAD (Wood)...........................................................................................................................................9 WallDead Load (Wood).............................................................................................................................................10 RoofFraming Design: ....................................................................................................................................................11 Roof Joist Design........................................................................................................................................................12 RoofBeam Design .....................................................................................................................................................14 RoofHeaders Design......................................................................................................................................................15 roodPost Design: ........................................................................................................................................................ 18 r Post P-i Line B ...........................................................................................................................................................18 t Post P-2 Line 6 ...........................................................................................................................................................22 P-3 At Line F.......................................................................................................................................................26 PostP-4 At Line F.5-4.2..............................................................................................................................................30 FootingDesign ....................................... . ........................................................................................................................ 34 FOOTING....................................................................................................................................................................34 LATERAL ANALYSIS AND DESIGN: ................................................................................................................................. 35 Windloading..............................................................................................................................................................36 BUILDINGWEIGHT.....................................................................................................................................................41 USGSDesign Maps: .................................................................................................................................................... 42 SeismicBase Shear ....................................................................................................................................................43 SeismicForces (ASCE 7-10)........................................................................................................................................43 LoadDistribution-AdditionS ....................................................................................................... ................................ 45 SHEARWALL DESIGN: .................................................................................................................................................... 46 ShearWall at Line 1...............................................................................................................................46 hWaII4h1.......................................................................................................... ..................... 51 cz wI1JJ THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 5 Of: 204 Subject By Date ShearWall at Line 6 (C-Cl) ........................................................................................................................................52 ShearWall at Line 6 (F-F.6) ........................................................................................................................................ 56 ShearWall at Line 7...................................................................................................................................................60 ShearWall at Line B' (1-2.9) ......................................................................................................................................64 ShearWall at Line B' (4-4.6) ......................................................................................................................................68 ShearWall at Line A...................................................................................................................................................69 ShearWall at Line B (1) .............................................................................................................................................70 ShearWall at Line B (2.9) ..........................................................................................................................................74 ShearWall at Line F ...................................................................................................................................................78 ShearWall at Line F.6 ................................................................................................................................................82 RETAINING WALL CALCULATION ...................................................................................................................................83 4'-8" High Wall With No Seismic Load: ...................................................................................................................... 84 6'-0" High Wall With No Seismic Load: ...................................................................................................................... 90 7'-4" High Wall With No Seismic Load: ...................................................................................................................... 96 7'-4" High Wall With Seismic Load: .........................................................................................................................102 8'-8" High Wall With No Seismic Load: .................................................................................................................... 108 8'-8" High Wall With Seismic Load: ......................................................................................................................... 114 10'-0" High Wall With No Seismic Loads: ................................................................................................................ 120 10'-0" High Wall With Seismic Loads ......................................................................................................................126 4'-8" High Wall With No Seismic Loads (Alternate Footing) ..................................................................................132 6'-0" High Wall With No Seismic Loads (Alternate Footing). .................................................................................. 138 7'-4" High Wall With No Seismic Loads (Alternate Footing). .................................................................................. 144 7'-4" High Wall With Seismic Loads (Alternate Footing). ........................................................................................ 151 8'-8" High Wall With No Seismic Loads (Alternate Footing) ..................................................................................157 8'-8" High Wall With Seismic Loads (Alternate Footing). ........................................................................................ 163 10'-0" High Wall With No Seismic Loads (Alternate Footing) ................................................................................170 10'-0" High Wall With Seismic Loads (Alternate Footing) ......................................................................................177 10'-8" High Wall With No Seismic Loads (Alternate Footing) ................................................................................183 10'-8" High Wall With Seismic Loads (Alternate Footing) ......................................................................................189 11'-4" High Wall With No Seismic Loads (Alternate Footing). ................................................................................ 195 11'-4" High Wall With Seismic Loads (Alternate Footing) ......................................................................................201 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 6 1 K204 ] Subject By Date PROJECT DESCRIPTION SCOPE OF WORK Summary: This project is a single story, wood framed residence. The tenant would like to add approximately 280 sf california room, 455 sf living room and 30 sf bathroom. The new units will be attached to the existing house. The design a retaining wall approximately 72 feet. GRAVITY LOAD RESISTING SYSTEM Roof Framing System: The roof framing primarily consists of 2x conventional framing Foundation System: It is anticipated that the foundation system is conventional continuous and spread footing with the first floor is slab on grade. Walls: All the exterior interior walls are 2x4 wood framed walls. LATERAL LOAD RESISTING SYSTEM Lateral Resisting System: The lateral resisting system of the existing building is combination of drywall and plywood shear wall. Lateral analysis will be performed for the added portion of the house. El THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 7 Of: 204 Subject By Date BASIS OF DESIGN: CODES 2016 California Building Code FOUNDATIONS Soils report by: Construction Testing & Engineering, Inc Date: January 30, 2020 Job No.: 10-15347G - Plus an additional 250 psf for each additional six inches of embedment up to a maximum value of 3,500 psf. - Passive Soil Pressure: 300 psf per foot of depth, with a maximum value of 3,000 psf. - Coefficient of Soil Friction: 0.30 - Design seismic coefficient of 0.33 can be used for simple wall design. TABLE 16 EQUIVALENT FLUID UNIT WEIGHTS (011) (pounds per cubic foot) SLOPE BACKFILL WALL TYPE LEVEL BACKFILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL 35 55 (YIELDING) RESTRAINED WALL 55 65 MATERIALS CONCRETE: Design compressive strength at 28 days shall be as follows: Footings f' = 2,500 psi Slab on grade f' = 2,500 psi REINFORCING STEEL: (ASTM A615 Grade 60) fy = 60 ksi MASORNY: fm = 2,000 psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 8 1 Of: 204 Subject By Date STRUCTURAL LUMBER: (Based on 2018 NDS) 2x Joists & Blocking (Repetitive member use) Douglas Fir Larch No.2 4x Beams Doualas Fir Larch No.1 4x header Douglas Fir Larch No.2 6x Beams (Posts and Timbers) Douglas Fir Larch No.2 Ledgers and Nailers (2x, 3x and 4x) Douglas Fir Larch No.2 2x4 & 2x6 Studs (Repetitive member used) Douglas Fir Larch Stud Grade 4x Posts Douglas Fir Larch No.2 6x Posts Doualas Fir Larch No.2 Top Plates Douglas Fir Larch No.2 Sill and Sole Plates Douglas Fir Larch No.2 Glued Laminated Timber Beams Fb= 2400 psi Fv= 265 psi E= 1,800,000 psi Parallel Strand Lumber (PSL) - Stock Beams (18 & Less Depth) Fb= 2900 psi Fv= 290 psi E= 2,000,000 psi Laminated Veneer Lumber (LVL) Fb= 2600 psi Fv= 285 psi E= 1,900,000 psi Nailing Schedule Per 2012 IBC Table 2304.9.1 Framing Connectors Use ICC-ES approved framing connectors (Simpson Strong-Tie or equal, latest catalog) 24F-V4 simple span 24F-V8 cantilevered span THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 9 1 O. 2 Subject By Date ROOF DEAD LOAD (Wood) Slope Roof: Asphalt Shingles Plywood Sheathing Roof framing Insulation Mechanical / Electrical I Plumbing Gypsum Board Ceiling Miscellaneous TOTAL ROOF DEAD LOAD: Deck Joist Beam Lateral (psf) (psf) (psf) (psf) 3.0 3.0 3.0 3.0 1.5 1.5 1.5 1.5 3.0 3.0 3.0 0.5 0.5 0.5 1.2 1.2 1.2 2.8 2.8 2.8 0.5 2.0 2.0 2.0 5.0 14.0 14.0 14.0 Roof Live Load = 20psf THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 10 Of: 204 Subject By Date Wall Dead Load (Wood) EXTERIOR WALL DEAD LOAD: Stucco 10.0 psf Plywood Sheathing 1.5 psf Stud Wall 1.5 psf Insulation 0.5 psf Mechanical / Electrical / Plumbing 0.7 psf Gypsum Board 2.8 psf Miscellaneous 1.0 psf TOTAL WALL DEAD LOAD: 18.0 psf INTERIOR BEARING WALL DEAD LOAD: Gypsum Board (both sides) 5.6 psf Plywood Sheathing 1.5 psf Stud Wall 1.5 psf Mechanical I Electrical / Plumbing 0.7 psf Miscellaneous 0.7 psf TOTAL WALL DEAD LOAD: 10.0 psf INTERIOR PARTITION WALL DEAD LOAD: Gypsum Board (both sides) 5.6 psf Stud Wall 1.5 psf Mechanical I Electrical I Plumbing 0.7 psf Miscellaneous 1.2 psf TOTAL WALL DEAD LOAD: 9.0 psI THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 11 1 Of: 204 Subject By Date Roof Framing Design: THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 12 1 Of. 204 Subject By Date Roof Joist Design Project Title: 2715 GREENOCK CT. Engineer: Project ID: Project Descr: Printed: 12 FEC 2020, 2:10AM Multiple Simple B ih Group Pojcct&2O19t2019.021 Noel Ridc Cllflorcak1.Nod Residcno.ec . U p1e imp.e earn Software coowi(àt ENERCALC. INC- 1983-2019. DescriDtion: Roof Joist Wood Beam Design: Roof Joist (Ri-1) CalcuLations per NOS 2015, USC 2015, CBC 2016, ASCE 710 BEAM Size: 2x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 b - Tension 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksi Density 31,210 pcf - Cornpr 900.0 psi Pc - Perp 625.0 psi Ft 575.0 psi Erninbend - xx 580.0 ksi oiled Loads Unif Load: I) z 0.0140, Lr = 0.020 k/ft Tti 2.0 ft Desian Summary Max L/Fb Ratio = 0.834-1 lb : Actual: 1,488.96 pSI at 6.925 it in Span 9 I Pb: Allowable: 1,785.38 psi Load Comb: +D+Lr+11 Max Iv/FvRatio 0.264:1 fv : Actual: 59.32 psi at 13.250 ft in Span #1 Fv: Allowable : 225.00 psi Load Comb: Max Reactions ) fl k Left Support 0.19 0.28 Right Support 0.19 0.28 Wood Beam Design: Roof Joist (RJ-2 0(0.0280) Lr(O.040) 2x8 13.850 ft Max D&lecaons H Transient Downward 0.437 in Total Downward 0.743 In Ratio 380 Ratio 223 LC:LrOnly LC:+D+lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: IC: Calculations per NOS 2015, IBC 2015, CBC 2016, ASCE 7.10 BEAM Size: 2x4, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir-t.arch Wood Grade: No-2 Fb - Tension 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend- xx 11,600.0 ksi Density 31.210 pcf Pb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Anolled Loads IJnif Load: I) = 0,0140, Lr = 0.020 k/It, Tn'b 2.0 ft Pesgs' Summary Max fblFb Ratio = 0.239: D(O.G280jLr(O.O4O) lb : Actual: $32.90 psi at 2.000 ft in Span # 1 Fb : Allowable: 2,231.72 psi Load Comb: +D+Lt+H Max fv/FvRatio = 0.149: 1 lv: Actual: 33.42 psi at 0.000 ft in Span It 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 I l. Left Support 0.06 0108 Right Support (LOS 0.08 4,0 ft Max Défieciions Transient Dqwnwd 0.027 In Total Downward 0.046 in Ratio 1176 Ratio 1045 LC: It Only IC: +-D+Lr+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 IC: LC: Max fb/Fb Ratio = 0.514• 1 0(0.0210) Lr(O.030) 2x4 4 2.4 7.750 ft 2.750 it Max Deflections j Transient Downward 0.201 in Total Downward 0.341 In Ratio 463 Ratio 272 IC: Lr Only Transient Upward -0.117 in Ratio 564 IC: Lr Only IC: +D+Li*H Total Upward -0.199 in Ratio 330 IC: #D+Lr+H THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 13 Of: 204 Subject By Date Protect illls: 2715 GREENOCK CT. Engineer: Protect 10: Protect Descr: Prind: :10AM i Multiple in roup Pro su1wu1wv1 u'1ef ensc aaan rcwoei Keslnencs.ece U pe Simple earn soflwarcooiahtENERCALc, INC. 1583-2015. Buil&1219.11.30 Wood Beam Design Roof Joist (RJ-3) Calculations per NDS 201$, IBC 2015, CRC 2016, ASCE 7-10 BEAM Size: 20, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species. Douglas Fir-Larch Wood Grade: No.2 Fb- Tension 900.0ps1 Fo - Pril 1j50.0 psi Fv 180.0 psi Ebend-xx 1,600.0ksi Density 31.210pof Fb - Compr 900.0 psi F - Perp 625.0 psi Fl 576.0 psi Enlinbend - xx 580.0 ksi Mnlied Loads Unit Load: D = 0.0140, Lr = 0.020 k/fl, Trib= 1.50 ft Design Summary fb : Actual: 1146.28 psi at 3.371 ft in Span #1 Fb :Allowable : 2.23172 psi Load Comb: +D+Lr+H Max fv/FvRatio 0.265: N : Actual: 59.62 psi at 7.479 ft in Span # I Fv : Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) Q 1 L Loft Support 0.07 0.10 Right Support 0.15 0.21 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 14 1 Of. 204 Subject By Date Roof Beam Design Project Title: 2715 GRENOCK CT. Engineer: Protect ID Project Doser Pnnl.d 26 DEC 2019, 7:43PM Multiple Simple Beam Description: Roof Beam Wood Beam Design: RB-I Calculations per 1JDS 2015, IBC 2015. CBC 2016, ASC 7-10 - - with ASCE 7-10 Load Combinations, Major Axis Sending Wood Species: Douglas fir-Leitch Wood Grade: 1402 Fib -Tension 900.0 psi Fc - PrIt 1350,0 psi Fv 180.0 psi bend- xx 1,600.0 ki Fb - Coinpr 900.0 psi Fc - Pap 625,0 psi Ft 575,0 psi Enrinbend - xx 580.0 ksi Aodllad Loads 8en sotiweighi caIolated and added to loads Unit Load; 0 011140, Li 0,020 kilL Tnb 6.290 ft Design Summaiv Max lb/Fb Ratio = 0,545.1 (b; Aclual; 920.35 Psi 81 5.583 ft In Span #2 Pb : Mowabto: 1.667,50 psi Load Comb: 40-ILr1'H Max tv/FvRIio 0.298:1 tv;Adugj: 67,10 psi at 5X2 ft In Spin #2 lkmmble 226.00 psi __________________________________________________________________ Load Cornb: •041r+H MaxDx4octioa5 Mx Reaclioris (k) Q L ,j Transient Downward 0.030 in Total Downward 0,052 in Left Support 0146 0.63 Ratio 1772 Ratio 1030 Right Supaott 0.46 0.63 IC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in Tow Upward -0.000 in Ratio 99,991 Ratio 9999 IC: LC:+D+Lr+H Wood Beam Design: RB-2 Calculations per P105 2015, IBC 2015, COC 2016, ASC 7-10 Usm Allowable Stiess Design with ASCE 7.10 Load Combinations, Major Axis Bending Wood Species: Douglos Fir-torch Wood Grade Plo2 Fb - Tenaion 9W.0 psi Fc- PdI 1,350,0psi Fv 180,0 psi :Ebendxx 1500,0K4i Density 31,210 pd Fb- Cornpr 9W.0 psi Fc-Pap 625'o psi Ft 575,0 Psi!Em irend-xX $80,0ksi Aoclied Loads Bean soil weight celo.aisted and added to loads Unhf Load: 0 = 0.0140, Li = 0.020 kilt. Trib 12,458 ft O(140Z4Q Max tbtfb Ratio 0.3691 (b; Actual; 538.99 p51 at 1.92511 in Span # I Pb : Moabie: 1,462.50 psi Load Comb; 4D+Lr+H 48 Max fv/FvRalio 0.219: 1 3.850 ft Iv : AduOl: 49.19 psi at 3.401 ft in Span 0 1 Fv: Allowable 225.00 psi Load Comb +D+Lr+H MaxDellectlons Max Reactions (is) Q 1, t.. a A E 11 Transient Downward 0016in Total Downward 0.027 in Left Support 0.34 0.48 Ratio 2895 Ratio 1687 Right Support 0.34 0.48 IC: Lr Only LC: +D+Lr+H Transient Upward 0.000 in blat Upward 0.000 in Ratio 9999 Ratio 9999 IC; IC: Density 31.210pc9 010 08606) Luj0,1256) - 4x4 414 44 41t4 2.250(1 • &583 ft , 2i50 ft THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 15 1 Of. 204 Subject By Date Roof Headers Design Project Title: 2715 GREENOCK CT. Engineer project ID: Project Deso Z4, DEC 2019,. I4OfM I Multiple Simple B tcno.i 1(**l5eo.aCo, ,nU,u,w iutpi uuiu sn aic oia 0uiI17-15 831 0 Descrtnllon: Root Headers Wood Beam Design: HDR-1 Cslcul$tloas par NOS 2015, I5C 2015 CSC 2016 ASE 7-10 BEAM Size: 4x10, Sawn Fully Braced Uslerg Altowabta Sltasa Oosiqn with ASC1 7-18 Load CombinatlonG. MajoAds 9anclinq Wood Spedigs: Douglas Ft-Larch Wood Grade: NO.2 Fb Ti1on 900.0 pal Fe Pit 1,350.0 psi Fv 180.0 PSI Ebend xx I 6000ks1 DanslPj 31.210pel Fb Conipr 9000 psi F Perp 6250 psi R 5750 psi Enilnbartd xx 5800 kal Arn,NedLosds Beam seltweigM calculated and added to loads Unit Load: D = 0.0140, Lr = 0.020 k/fl, Tiib 8.916 ft UnIILoed D'0,0190MtTñb.i.167ft DeSr Stmrnaiy Max (b/Fb Ratio 0444 i ft) :Actual, 1.138.9051 at 6.00011 1rt5pan4 I Fb ; Allaymble 1.350,00 psi Load Comb: Max. tV/F VRaIiO 0.284:1 fv: Actual: 63.89 psi at 11.24011 In Span F: Altowaba: 225.00 psi Load Comb: 40+Lr+H 4x10 10 fi Max Reactioni IC Trans6n1 Downward 0 176 in TolaiOornwad 0.334 in Left Support 0,75 0183 teIio 819 Ratio 430 Regdt Support 0.75 0.83 IC: LrOni IC: D''L"4'4 Transient Upwwd 0.000[n Total Upward 0.000 In RatIo 9999 Rlitio 9999 IC: IC: Wood Beam Design: HDft'2 C.elcuta*Ioi,s p.r NDS 2015, $C 2015, CBC 2018, ASCE 7.10 Using Allowable- Stiess Desigt Wood Spades: Douglas Fir-Larch Pb - Tension 900.0 psi Fc Pril Fb - Coiapt 900.0 P31 F;Perp Applied Loads UnilLoad: D=0.0140, Lr=0.020k/fLTrib=2,0ft Unit Load: D 0.0180 1111. ldb= 7.33311 Derifon Simny Max ibfFbRailo 0.817:1 ii A5C 7-10 Load CombinaUon, Major Ads Bending Wood Grade: No.2 050.0 PSI Fv 180.0p51 Ebend-xx 1,600.0ksl Density 31.210 pct 625,0 psi Ft $75,0 pal Ezninbend -xx 580.0 ka Adual: 549,35 psi at 5209 ft In Span 4 1 Fb : Aliewabie: 11039.70 pal Load Comb: Max fv/Fvfiatio 0270:1 iv : Aotat: 43.88 psi at 0.00011 In Span * I tv: AliowObis: 162.00 psi Load Comb: +D+H Max skfl L 14 £ mc F. Left Support 083 0.21 Rht Support 0.83 0.21 Max Dafleoliorta U Tranier4 Downwad 0.000 in Total Oownard 0300 in Ratio 2086 Rollo 411 IC: Lr Only IC: +D+Lr4i Transient Upward 0.000 In Total Qp.esd 0.000 In Ratio 9999 R39O 9999 IC: LC: THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 16 1 Of: 204 Subject By Date ProJcI 1itI: 2115 GREENOCK CT. Eiiineec' Project ID: P'oect Dec Pt*&25 DEC 2015, Simole Beam Wood Beam Design: HDR-3 Calculations per NDS 2015, ISC 2015 CEC 2016, ASCE 7410 BEAM Size; 40, Sawn, Fully Unbracod Using Aflowalfla Stras Do th ASC 7-10 Load Coi,LnaUoin, MaotAd Bdln0 Wood Species: Douglas F'-Larch Woad Grad.: Nc2 Fb - Teriog 000 ,0 Pc Pd1 1,360.0 psi Fv 1800 psi Eb.nd-xx 1600.0ksi D.snslty 31210pd Fb - Conpr 9001013s] Fc: - Prp 6250 psi Fl 575,0 psi Emlr1boftd Xx 580,0 kst 4oaFed Loads Unit Load D=0.0140, I020k/1LTflb=11.0ft UnILaatt D0.D180kfl,TrthSfl Pnl: P rQ,130, Ij'0iQk a 1.417 It DesionSwnrnazy Max fbiFb Ratio 0.951: 1 b: Actual : 1,1111D4,43PsIai 1,787ft :ffl$pflnUl Fb Allowable: 1,687,50 psi Load Come: 401Lr*H Max fvfFvRatio = 0.448:1 100.75 psi it 0,000 ft 4n Span U1 Fv; Aowable; 225.00 psi Load Comb: •D'Lr+I1 4*4 - 4.011 MxRaactñons Q ,III Tratsiiluwmard 0,0741n Total 0,137 in Left Support 0.43 050 Ratio 649 Ratio 350 Ri9h1S?P1Jrt 039 0.48 LCLr Only LC:D+Lr+H Tranaienl Upwd 0,00016 Tc81 Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design HOR.4 Calculations per NDS2015 IBC 2015 cBC2016 ASCE 7-10 Using Mowsbts Sties. O..1gn with ASCE 7-I0 Load Combinations, MajorAxis Bending Wood Species; Douglas FI-Lasth Wood Grade; No.2 Fb.Tension 900.0 psi Fc - Prtt 1,3600ps1 Fv 180.0 psi Eband.xx 100.0ksl Dansity 31.210pc1 Pb - Compr 9000 psi PG - Perp 625.0 psi Fl, 575.0 psi Eniinbend - x* 5.0.0 ksi Appied Loads Unit Load 0 00140, It = 0.020 k/fl, Tnlb 2.0 ft Unit Losd 0z001kmTitb0fl Desigii Sumrnarj Max fblFb Ratio 0,385; 1 , - lb Actual 64989 PSI at 3,000 ft in Span U 1 - Pb Allowable: 1,687,50 psi 4*4 Load Cm: D#LtH A Max fv/FvRatio = 0.127: 1 ft Iv Actual, 2564 psi at S 720 ft In Span U I Fv:PiowabIe; 225.Q0psi 11 -- Loadomb: ,D*LtH MaxDellecllons Max Rearlions (K) IL a vt C U Transient DuwrAvard 0,0591n Total Downward 0,126 in Left Support 0.14 0.12 Ratio 1228 Ratio 571 Right Support 0.14 012 IC: LrOnly IC: 'DLr+H Translnnt Upiud 0.000 in Totftl Upward 0.000 in Ratio 9999 Ratio 9999 I.C. IC: 3.&i1.25 Allowaboe: 35250 psi Max Delleclions ki Transient Downwd 0.27 In Total Downward 0.456 in Ratio 524 Ratio 298 LC: IJOr9y LC: D+t.r4H Transient Upward 0.000[n Total Upward 0.000 In Rollo 9999 Ratio 9999 IC: IC: THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 17 Of: 204 Subject By Date P'oecI Tltte: 2115 GREENOCK CT. Engineer: Pro1ecl ID: Project Dew: PMriId: n, DEC 201. 6:40PM Multi ple Simple fl r J1flWU1 PI Ic cNOc' I r'c.9c • am It4C O5.9Ulid12 181 Wood Beam Design: HOR-IA Calculations per NOS 20i5 IBC 2015 CBC 2016, ASCE 7-10 BEAM Size: 350125 P*rallarn PSL Fully Braced Using Allowable Stress Design with ASCE 7-16 load ConiInabons. Macw AAs Bending Wood Species koval Truss Joist Wood Gr5de Psrellam PL 2 OE Fb - Tension 2,900 psi F - PrU 2900 psi Fv 290 0 Ebend xx 2000 ksl Density 45.07 pet Fb Compi 2900 psi Fe Porn 750 psi Ft 2025 psi Ernibcnd xx 1016535 Ksi ANedLoad Beam self weht caIcated and added to loads UMLoed D0,0140, Lr.020kfltTr24.3iZ1t Und Load: 0 = 0.0180 ldft, Tnb 1.161 ft Dn SUM MM Max fblFb Ratio 0.694 fb:th Aai 2,615,93 Ps at 6.000ft In Span #1 Fb Allowable: 3.625.00 psi locd Comb: Max MFvRatio 0.459; 1 l: AclUal: 168-42 psi at I 1.080 ft In Span # I Load Comb : Max RoaIions I Left Sqorl 2.24 2.92 Right Support 2.24 2.92 THE NOEL RESIDENCE 2019-021 Project No. Hung Nguyen, S.E 02/14/20 By Date .4 Project CALCULATION SUBJECT Subject Page: 18 1 Of: 204 Wood Post Design: Post P-I Line B Roof Dead Load Roof Live Load Roof Tributary Area PDL =RDL X At,roof =2043 lbs PLL = LLr X At,roof = 2918 lbs Use 4x4 Post RDL = 14 psf LLr = 20 psf At,roof = 6 ft X 24.32 ft = 145.920 ft2 THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 19 Of: 204 Subject By Date Project Tithe: 2715 GREENOCK CT. Erer. Project ID: Project Oescr PweOc mto. 6.416pm Code Refex.nces C.aicutaliorre per 1105 2015. IBC 2015, CSC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Inforinaflon M$ys Mod: Allowable Strea Design Wood S00001 Name 40 End FMas Top & Bottom Pinned Wood dIM Graded Limber 0vanI Column I4algh1 8 ft Wc4MerTwe Sawn (used for knder cdKutavans ) E.ricLVdth 3 50 in P4I0WrStrs&S ModIf1ca6wF&cWrs Wood Speoes Douglas Fir-Lath 3.50 in clotcoveanding 1,50 Wood Grade N. e. . Ar 12.250 Irp'2 ClwCvforCwmremlun 1.150 900.0 psi Fv 1800 12.505 W4 C1 or Cv AN Tnr1oe 1.50 Fb. 900,0 psi Ft 575.0 psi IV 12505 4 cm:WLJFle 110 Fe Pth 1,350.0 psi Deny 31.210 per W4 CA; Teiniparause Factor i o Fe - Pep 625.0 psi Ci Fbt the scler 10 E:Mduluso?€laicIy.., antiog Ranging Axiial icoimns 1.0 AOS t5 3 BaSic 1,600.0 1,600.0 1,600.OIC Cr: RepeIiUa? NO Mlrnmum 560.0 580.0 Bsiea condition for dsRrtlon (buc*ig) aloftq esIwws: X-X(h)aids: UIcedLert for budding ABOUT Y.Y Axis 5f K g tO Y.Y (depth) s: Ur&uWLa buc4dh2 ABOUT X.X &ds a a k K Applied Loadis Sec4ce toads entered. Load Factors wig be applied for c1c1aUons, Column seUweIM Included 21,240 lbs Dead Load Factor AXIAL LOAD.,. Axial Load at 8.0 ft, 0 = 2,043, Lr = 2.916k DESIGN SUMMARY Bendingi & Shear Chock Results PASS Max A al esdn9 Stress Rails 0.6970:1 Maxrmrni SERVICE Lateral Load Reactions tdCorrliiaon i'DLt4H TepIoiY.Y 0.0 H 8ettirnY.Y 0.0 H Gwiamag P}SFcnrzrti Comp Only, fcJF TspaIon X 0.0 H 8qtrrmJcarij X-X 00 H Location f =xAbove use 0,011, Mozrnuni SERVICE Loed La1,ral Dodióri Mmraimian location viIueia... Odong Y-Y 0.0 in at 0.0 t obava base AW#ed Aodiall 4.982% iertoaceaxe: file APWd MN 0.0k-ft AçHedMy 0.0tr-lt Along X 0.0 111 01 0.0 ft aboyebase Fc: Allows* 583,630 fUdOed flbWfl We other Ftidto cdcu tete alkwatie straisos.. PASS Maximum Shear Stress Rate 0,0:L1 Scoffing c4wgtjSM TC06kA thad Con tlon Location bebase 8.041 Awed Don Show 0.0 p' 288.0 psi Load Combination Results Load Combination CD Maftm "M 8de0 C p Stiuc Ratio Sa'ius Stress Ratios LxaIn Stress Ratio m Ftakm Sint*is Localion 04+4 000 0.400 0.3014 PASS 0.0 It 0.0 PASS 8.04 1,000 0.366 029N PASS 0'0 R 00 PASS 8.0 It 04U+H 1250 0.301 06970 PASS 0.0lt 0.0 PASS 6.0 ft 4045441 1.150 0.324 0.2914 PASS 0.0it 0.0 PASS 8.0 ft 1.250 0.301 05949 PASS 0.00 00 PASS 8-0 (t 40+0,7E0L407508#11 1.150 0.324 02914 PASS 0.01t 0,0 PASS 8.0 It 40*0 SOW*M 1 600 0240 0-2821 PASS U Oft 00 PASS 8-0 A *O40,70E4H 1.600 0.240 0.2827 PASS 0.0 ft 0.0 PASS 8.0 It +010 7tiQLr'D 75(L.i 150W+P4 1-6010 0.240 O,5824 PASS 0.0 R 00 PASS &0 +0+0.7501#0.7505#0A50W*H 1.600 0.240 02527 PASS 0.0fl 0.0 PASS 8.011 +010750L40750540.5250E*H 1800 0240 02827 PASS OOft 00 PASS 8011 0.0+0.60W40.H 1.600 0.240 01608 PASS 0.04 0.0 PASS 8.011 THE NOEL RESIDENCE Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 20 Of: 204 Subject By Date Prol e dMw. 2715 GREENOCK CT. Enqlner Ptolec* ID: Ptoject Descr: 29Oc 201 645I4 Weed Column DESCRIPTION: Posi (P1) Line Load Combination Reults Co 1.600 0240 01696 PASS DOft 0.0 PASS &0 ft Maximum Reactions NcI: Only roro feRViOrkS aro E514d, X-X Axis Rxicn k Y-Y Axis RaøJoxi As1 Reaction My-End Iinmns Mt Mx - End Moits Load Cornbanibon 11e Ioç aaw yop Base 0 Rase 0 Top VOW a Tei 2.064 *DLr44 49a2 2.064 0.70?S0L+11 4,253 'D40i50L+0.760S+H 2.064 2064 2064 D0.7SOI.r0,?S+0.450W4H 4,253 'D0,750,750S+0450WeH 2,064 *D40.75L40,750S0.250ElF4 2.064 4640$N40GC*J 11239 00+0.70E+0.60H 1.239 0 Only 2064 ILr L Only so WOnly EOr4y HOnly Maximum Deflectlons for Load Combinalions Ld Crnox Max, X-X Dxxdflon DIsiaa Max.Y-Y Da0ecth (Ndance 40+H 00000 in 0.000 I 0.000 in 0.00011 0 in 000011 0L000 in 0.000 A 0.0000 in 0.011011 0.000 in 0.000 A 401S4H 0.0000 In *0001 0.000 In 0.00011 70.ISOU+1 0.0000 in 00001! 0.000 In 0.00011 40+0.7511147S0S#H 0,0000 In 0.0000 0.000 In 0.00011 0.0000 in 0.0000 0.000 in 0.00011 40+01044 0.0000 In 0.00011 0.000 in 0.00011 +04025 triO,? 50*0,450 0,0000 in 0.00011 0.000 in 0.000 11 0'0,750t40250S4450W4H 0.0000 in 0.0000 000 in 0.00011 4040J5CL40,750S44,5250E#H 0.0000 In 0,00011 0.000 In 0.00011 t0,6000.60W+0.0O*$ 0,0000 In 000011 0.000 In 0.00011 $0.60C40,70E+00H 0.0000 In 0.00011 0.000 in 0.00011 Do* 0.0000 in 0.00011 0.000 in 0.0301! Lr0nly 0.0000 in 0,00011 0.000 in 0.00011 tOnly 0.0000 in 0.00011 0.000 in 0.00011 S O 0.0000 in 000011 0.000 in 0,00011 WOr*/ 0.0000 in 010003 0.000 in 0.00011 EOy 0.0000 in 0.00011 0.000 in QL000 _q H Only 0,0000 in 0.00011 0.000 in 0.00011 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 21 Of: 204 Subject By Date Project Me: 2715 GREENOCK CT, ngbee: Project ID Project Desc Pyita: 29 DEC 2019. 6:45PM Wood Column tL1 ueir $*Vt Stoma 1JM , ENGINEERS DESCRIPTION: Post (P-I) Line S Sketches - c1 .5O In THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, SE 02/14/20 Page: 22 1 Of: 204 Subject By Date Post P-2 Line 6 Roof Dead Load Roof Live Load Wall Dead Load Roof Tributary Area Wall Tributary Area POL =RDL X Atroof + WDL x Atwaii =877 lbs PLL = LLr X Atroof = 219 lbs Use 4x4 Post RDL = 14 psf LLr = 20 psf WDL = 18 psf Atroof = 2.0 ft X 5.48 ft = 10.960 ft2 At,waii = 7.333 ft X 5.48 ft = 40.185 ft2 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 23 Of: 204 Subject By Date Project The: 2715 GREENOCK CT. Engineer Protect : Project Qesor: Pfw*O, 28 DEC am 5M I Wood Column: Ii QE5CR1Pfl0N PosiP-2) Lthe 6 Code allimmm C.alalions per HOS 2015, IBC 2015, CSC 2016, ASCIE 7-10 Load ComWatiorks Used ASCE 7-10 General Wormion AJi1ys Mod Allowable Stress Design Wood Seclion flame 40 End Fbces Top & Bottom Pinned Wood rii Graded Lumber OVerdl W.71M IeIJt1 B VOWd UmbeiTe Sawn. (LPlra r4w J-flIek CdkV1) 350 im A.%V1 5es3 Mothcon FaCM Wood Species Douglas Fir-Latch 3.5O a ot cIiç 1.50 Wood era* No.2 ow acvcoai ijo Fb+ 900.0pd Fv 1800 psi 1.50 Fb - 900.Opsi Ft 575.0 psi i4 Cei:W4 Use F 1.0 Fe - P4 1,350.0 psi !y 31.210 Q:Taaptrie Fi 1.0 Fc-Pap 625.0p Cb: R311 Use Fackw 1.0 E : X-X 8& y-y 8etig Axial 1.0 WS is: Basic 1,600.0 1,600,0 1,600.0 Lite C : Reve? No Wimm 580.0 580,0 sce (X0A6W, ic detudc to 90ft I am cs: XX(v)aiks: UxL .3OUTY-Ys.ettC.i, Y.Y (dedi) axis: I. Applied Loads Seiviae loads eraed. La?d Fa.s will be applied for calcul, Cdriw sfi&€iñithded : 21.240 s * Dead toad Faci A1AJ lQAflS Axial Load 40 ft D0.87T0. L.r02190k DESIGN SUMMARY :5efldN & Shear Check Results PASS LUx. A&59 60m .-• 0.1563:1 Maximum SERVICE Lteral Load Rears., 0.0;k ecumm g V-V 0.0 Gwsfft Nn 0S FoAmta Comp Only, fc/Fc TopX-X 0.0 1 eogom ab%, X-X 0.0 toca6w of be 0.0 i tataraI0s5ccgis 0.0 it at 0.0 Appled Va 0.0 14* 0,0 a 0,0 c:Ac*3t* 563.530 PASS k4axiamm Shear 5bsss RaSD 0.0-1 Caason Toa Loadcambbufm 0.600+0.70E+0.60]- Lacdnx.boe be 8.0 0.0 psi i&ad Combination ResuIt 289.0 psi M*im Axial! + R Manwi Shea Ros co Load Cr p Siess . ii'es's o S,is tocc. 0.900 0.400 01311 PASS 0.ot 0.0 PASS &Ot 1.000 0.366 0.1291 PASS 0.01 0.0 PASS 8.01 1250 0.301 0.1563 PASS 0.01 0.0 PASS 8.01 1150 0.324 0.1268 PASS 0.01 0.0 PASS 8.01 +omcINo 1.250 0.301 0.1486 PASS 0.01 0.0 PASS 8.0 75" +0 TW14H 1.150 0.324 01268 PASS oot 00 PASS 80 1.600 0.240 0.1230 PASS 001 0.0 PASS 80 1.600 0,240 0.1230 PASS 0.06 0.0 PASS 8.01 +,0Lr.750L+0,450W4I 1.600 0.240 0,1455 PASS 0.01 0,0 PASS 8.04 7ql 10 1.600 0.240 0.1230 PASS 0.0k 0,0 PASS 8.0e 1.600 0.240 0.1230 PASS 0.0e 0.0 PASS 8.0 +0.600.0.0H 1-600 0.240 0.07381 PASS 0.0 0.0 PASS 8.01 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 24 Of: 204 Subject By Date ProjeTit1; 2715 GREENOCK CT, Engineer Pr0ie Dc ProjectDoscr 28 DEC 2019, 3P Wood Column Vol DESCRIPTION: Po (P-2) Line 6 lGad Combination Ruits MthrmAx4 &VjfiV Sgnz Raiks Maxinum Swat LOW Coonaon CQ 'C p Stim po s ss pa SaWs LQCC* 406004.10E4.60H 11600 0.240 0.07381 PASS 0.01 0.0 PASS 8.01 Maximum Reactions Note: On non-zero reactions are fisted XX Mks Rcitt K Y-YAxRe AAM kI - Mcfs k-ft Mx-IFOdMornmis Load Combination OIBM 0 TOP 6e BaSe Top @ 8e Tcp 4041 Qlaw 4D4L4 4Dr 0.88 40.0 7S0Lr.0.75 141 1.062 40750L40.750S+i Me +D*O.60W+ 0.88 +oo,70a#r .0,750Lr.0,T50450W.H 1.062 +0*0.750140.7505+OASOW#1 s04,750t40,750$s0,525QsH ease 40600460w40.aon 0.539 .0600*0.7fl.0S0H 00AN 0.01 LrIv 0.2te LGty 60MV wcIv ow K Oily Maximum Deflections for Load Combinations LOA Corto*i %4iX-X0e1oi: 0hwM WXY-Y!te 0,0wo is 0.0001 0.000 in 0.0000E 0;00011 0.000k 0.0001 0.0000 in 0.0001 0.000k 0.0001 00000m 0,00014 0000 ih 00001 +0.7th0.754 0.O000i 00001 0.000 in, 0.0001 40e0.50U0.750SsM 0.0000ii O.Owl 0.000k 0.0001 00UQ0 in. 0.0001 0.000 iin0.0001 40+0.70E41 0.0000 il 0.000. 0.000 in, 0.0001 40*0 7501ts0 7501.0 4S0M1 0.0000 ith 0.0001 0.000 in, 0.000 * .0+0,50L.0,750S.0.45I41 0,0000i 0.000 0,000 0.0001 0.75 10.750S03250E4 0.0000b 0.0001 0.000 i 0.0001 40600*0 610.€0 00000 ' OAMI 0,000 00001 .0.60.70ti0.00K 0,0000 ii 0.000f 0.000 in 0.0001 DOily 0.wwi2 0.000* 0.000 k 0.0001 Lf Oily 00000 if2 0000* 0000 ri 0.000* LOily 0.00w in 0.000* 0.000k 0.0001 S Oily 0.0000 in 0.000* 0.000 i 0.0001 Wow 0.0000 in 0.000* 0.000in!U00 t E Only 0.00DM3 0.0001 0.000 iin 0.0001 0.0000 in 0,000* 0.000i 0.0001 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 25 Of: 204 Subject By Date ProjecVflU: 2715 GREENOCK CT, Engfneer ProjediD: Project Descr. Pmted-26 DEC 2019. &31,M Wood Column I! - DESCRIPTION. Po(P2) UneS Sketches THE NOEL RESIDENCE Project CALCULATION SUBJECT Subject Post P-3 At Line F Roof Dead Load Roof Live Load Roof Tributary Area PDL =RDL X At,root =420 lbs PLL = LLr X At,roof = 600 lbs Use 4x4 Post 2019-021 Project No. Hung Nguyen, S.E 02/14/20 By Date RDL = 14 psf LLr = 20 psf Atroof5ftX6ft30.000ft2 Page: 26 Of: 204 Overall Cmn lieilU 2.667 a ( fG, h-*I ck+iw) Wood Species Douglas Fir-Larch Wood lade N0.2 Pb" 900.00 Fv 180.00 Pb- 900.opd Ft $75.0 p Fc - Pl 1,350,0pe 0eesy 31.210pd Pc - Peip 625.0pse E: Modulus x.x Seaç y-y 3eeig Eeoc 1,600.0 1,600.0 Mtninxrm 580.0 580.0 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 27 Of: 204 Subject By Date ProjedT1e: 2715 GREEI4OCI( CT. Enqiieer Pealed I) Project Descr: 2.t4 Wood Column J DESCRIPTION: Knj Post (P-3) Atli,e F Code References Calculations per NOS 2015 EC 2015.CBC 2016, ASC 7-10 Load Combinations Used: ASCE 7-10 General Information Analyses Method Allowable Stress Design vfbod Sen Name 4x4 End Flxiaes Top & Bottom Pinned *odGg.0 Graded Lumber Wood&iee TWa Sawn 330 in Allow Stress Medlac&jon Faciees E0e& 3.50 in CtorCe9midlg 1.50 12250 ia2 CtomCCompreseion 1.150 bt 1l505M JrbTenoon 1.50 12-505M Wet UeFse 1.0 TeFcioi 1.0 1.0 Aloal cemn 1.600.0S* Use Cr :Repechie? No Brace concaoo b de2econ (bucking) atong ccmns: XX)sds: Unbx.dL.hiobvceA90lJiY-Y Axis 2.667*,a Y.Y (depth) axis: Un.bzx.d 1. bec&30UT X-X Ase • 2657 *,a Aoolled Loads S.Mos loads snisood. Load F•ors will b. applied for caloji. Column uff moeiokided: 7.081 ft Dead Load Facte AXIAl ICIAflS Axial Load ai2.661t DO.42O,1j:O.€Ot DESIGN SUMMARY Bending & Shear Check Results PASS Max. A1ds 0.04112:1 Maximum SERVICE Lateral Load Reactions.. 0.0 k 5esongY-Y 0.0 It Comp Only. fe/Pc' 7opogX-X 0.0 Ii 0oCaraioaX-X 0.0 t Leaxcbace 0.0 lilaxinvan SIcE Load Ukral0elleclioos... Ateg Y-Y 0.0 in 0.0 lt abovobase Applild Ax-;:g 1 brbZdcom6b%-&W n/a ApØed My 0.0a.e *X'X 0.0 w l 0.0 1,77923 We OtSer Factoro used to catoutote alo'wab*e stresses. PASS Maximum $eam 5ese Rato= 0.0:1 Ser&m Cooroosun Teesn Load Ccat4aatce øt5øee base 1667t Applied0eitp9h-e 0-0 9!56 iowe51esor 288.0 os Load Combination Results va=i= Axial + 8esx,o St'ess Ra§os Maximum Shear latos LOW CcerJthcii C0 C p sass R96D Sjs thn Sess Ftato Ses Iccaton 0.900 0.943 002645 PASS 0.0e 0.0 PASS 2.6675 1.000 0.936 0.02399 PASS 0.01 0.0 PASS 2.6671 #D+Lr+11 1250 0.917 0.04712 PASS 0.01 0.0 PASS 2.6675 +0+8+11 1.150 0.925 0.02112 PASS 0.05 0.0 PASS 2.667's +41+4) 70l e+4) 7M 40 1.250 0-917 0.04024 PASS 0.0e 00 PASS 26675 +11+4) 7l1t +4) 701.S+44 1150 0.925 0.02112 PASS 0.02 0.0 PASS 26675 +DO.SOW+]1 1600 0.888 0-01581 PASS 0.05 0.0 PASS 2.6675 +D+0.70E41 1.600 0.888 0.01581 PASS 0.05 0.0 PASS 2.6675 +0.75j+0.750L+4).45CWi 1-600 0.888 0-03246 PASS 0.05 0.0 PASS 26675 +41+0 75l +0 7EfiS+4) erlNl+-1 1.600 0.888 0.01581 PASS 0.05 0.0 PASS 2.6675 +41+0 75( 40 711140 52.c4)F+-1 1.600 0.888 01581 PASS 0.05 0.0 PASS 2.6675 +0.600+060W+4).60}l 1.600 0888 1009484 PASS 0.05 0.0 PASS 2.6671 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 28 1 Of. 204 Subject By Date Pioject Title: 2715 GREENOCK CT. En P ngi roie ID: Project Descr t CEC 2019, &24P Wood Column OS91 swum DESCRIPTION: i<g Po (P.3) Al 11,0 F Load Combination Results &xinun Axi14 8en&nq SsReos Moâmi, SlieR Load Corttan C0 C p Skmslkao &e "ft SaWs to 1.600 0.888 0,009484 PASS 0.0* 0.0 PASS 2.667* Maxunum Reactions Note: O&y nun-er reactiois are bted X-XAxi Ream k Y-Y Acis Reoclon AM Reac*on My - End Mmwm k4t Mx - End tfle LoadCc,rt1,ation ABase TV OBase Tap 8e Base Tcp Ease TOP 0.427 0.477 4041+11 1.021 +0441 0.427 +0+0.750L.0.70L41 0.877 +0+0J50L0.75054l 0.427 0.427 0.427 +0.7500.750U0.450W+t 0.877 s040,750L.0,7505.049)W+fl 0.427 +00i50i+0.7S+0.5750E* 0.421 0.6GD450W+0.6 0156 0.61D40,70E4011 0.256 0 0ry 0.421 0.600 L Qy S ty w odv E 0*y H ody Maximum Deflections for Load Combinations toao Cct1ao.i Max X.X 0e*ec60n teoce Max. Y.Y Olucow tsac 40411 OVOODin 0.000* 0,000 1, 0.0001 0.0000ii 0.000* 0.000 in 0.000* 0,0000 in 0.000* 0.000 1, 0.000* 40+541 0,0000 1, 0.000* 00001, 0.000* 0.75 s0.75Ct4i 0.00001, 0.000* 0.000 ill 0.000* *0sQ.756L1j75054 0.00001, 0.000* 0.000 in 0.000* +D+060W41 0.0000m 0.000* 0.000 1, 0.000* +0.0.7041 0.0000rn 0.000* 0.000 in 0.0001 .0.75sQ,75CU0.450'i41 0,0000m 0,000* 0.00D in 0.000* 40+02510.750.450W41 0.0000m 0.000* 0.000 1, 0.0001 0150L40.750S+0.52S041 0.0000 in 0.000* 0.000 ill 0.000* +0.6 0, ..6061 0.000Qm 0.000* 0.000 in 0,000* 40.5 0.70E40.601i 0.0000 1, 0.0001 0.000 1, 0.000* 0 Clv 0.00001, 0.000* 0.000 in 0.000* L1 01v 0.00001i 01000* 0.000 in 0.000* I 0dV 0.0000 in 0.0001 0.000 1, 0.000* S ('y 0.0(K) in 0.000* 0.000 in 0.000* W Jy 0.0000 in 0.000* 01000 in 0.000* (y 0.0000 in 0.0001 0.00D in 0.0001 11(y 0,0)1, 0.000* 0,000 1, 0,000* THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 29 Of: 204 Subject By Date Projed Tde: 2715 GREENOCK CT. Engrneec ffrojediD: Projed Oescr PMlW, 25 OC 2019, 8 24A Wood Column - flESCRP1lON: KIig Post (P4) At Lia F Sketches V Lod1 'iIfl THE NOEL RESIDENCE Project CALCULATION SUBJECT Subject Post P-4 At Line F.5-4.2 Roof Dead Load Roof Live Load Roof Tributary Area PDL =RDL X At,root =350 lbs PLL = LLr X At,root = 500 lbs Use 4x4 Post 2019-021 Project No. Hung Nguyen, S.E 02/14/20 Page: 30 Of: 204 By Date RDL = 14 psf LLr = 20 psf Atroof = 12.5 ft x 2 ft = 25.000 ft2 4 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 31 Of: 204 Subject By Date Projed The: 2715 GEEI4CCX CT. Enq!Ieer Proted I)c Projed Desa &M I Wood Column II DESCRIPTION: Post (P4) h line F.54,2 Code References Calculations per NDS 2015, IBC 2015, CBC 2016. ASCE 7-10 Load Combinations Iliad : ASCE 7-10 General Information MMysis Meiod Allowable Stress Design Wxid Secim Name 04 End Fixes Top & Bottom Pinned V*X)d0rJftW-NvA Graded Lumber OverI cob.in Neii 81 S*imtTyp. Sawn 11A11ktbft I 350 im Allow Sess Mocaoa Facics Wood Species Douglas Fir-Larch 3.50 in tSO Wood Grade No.2 12.250 ie2CI $COIiG Fbp SOO.Ops Fv 180.00 12505j04 1.50 Fb - 900.0ps1 Ft 575.0 Ps 12.505 inM C:WalU,+ 1.0 Fe - P1 1,350.0ps Density 31.210 c:Tea to Fe - Peep 625.0p E : Moils olasitc1y... x-x 5en* 1.0 1.0 AIDS 153 Basic 1,600.0 1600.0 1,600.0*si Use Cr iopeve? No &bmm 580.0 580.0 Brace iee*xi txc;) allong ccCiais: X-X(vhi) ax: Uimced LeI* br bds aotrr Y-Y AKIw = a a, K =1. AppRed loads SeMae Icads eiimed. Lead FactiNs will be applied fr Irl Cth.rnxi seff insded : 212401is • Dead load Far AXIAl IOAflS Axial Load at 8.0 1.0 = 0.350. It = 0.50k DESIGN SUMMARY Bending & Shear Cheek Results PASS Max. Axisi+&ig SlesS .Ro = 0.1219:1 Maximum SERVICE Lateral Load Reactions load C+x +D+1j41 Too abrgY4' 0.0 k 5360r 31*Y-Y 0.0 & Cone Only. fcIFc Top 310M X-X 0.0 X-X 0.0 Lo%be 0.01 0,0 in at 0.0 C ebe 0.8712* AXSed Mx 0,014 A1edMy 0.0 k4 AbN Xx 0.0 in 1 0.0 C obMebm 58333 im ttbadcombw6x n/s 0tIsrFactot, used locakulel. s$o'vabe streuss PASS Maxamm W& 5eess Redo • 0.0:1 Cosuó I±a Load ComWnWoA +0.600+0.70E+0,601 Loom= O%eb355 8.01 0.0ps+ 288.0 pa Load.Combinatlon Results Loa Co C p s Lacabm Sitess Rado 5imI5 Icoalfen 0.900 0.400 0.05420 PASS Doe 0.0 PASS 8.01 +0+141 1.000 0.366 0.05334 PASS 0.0 0.0 PASS 8.01 1250 0.301 0.1219 PASS 0.0 *0 0.0 PASS 8.02 1.150 0.324 0.05240 PASS 0.01 0.0 PASS 8.01 +041) ThOi :41) 71" A4 1250 0.301 0.1044 PASS 0.0: 0.0 PASS 8.05 +041) 7-W+0 750S41 1-150 0.324 005240 PASS DOe 0.0 PASS 8.02 +O+O.60W41 1.600 0240 0.05084 PASS 0.01 0.0 PASS 8.01 +D+0.70E41 1.600 0.240 005084 PASS 0.01 0.0 PASS 8.01 +D+0.750L3+0.7501+41450W+H 1.600 0240 0.1022 PASS 0.01 0.0 iPASS &Olt +0*4) 7!lM +0 7.50S+4) t'ow+t 1.600 0240 0.05084 PASS 0.01 0.0 PASS 8.01 +041)7501+0 750S+4) 5250F*44 1.600 0240 0.05084 PASS 0.01 0.0 PASS 8.01 +0.6000.€OW+0.00H 1.600 0240 0-03051 PASS 0.01 0.0 PASS 8.01 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 32 Of: 204 Subject By Date Project TrUe: 2715 GREENOCK CT. Engineer Pro led ID: Project DescE s± 25 DEC 203. &295 I Wood Column vmoftoot I DESCRIPTION: Post(P.4) P4 Une P.5-4.2 Load Combination Results Mmdnm Axial + Bth,a Sess Reos Maxinrm S5eerRcs Load Comwvdoll C D C p sess Raw SMM LOCISOM Sess Roo Ss Is aioq 4.64O30E40$0H 1.600 0.240 0,03051 PASS 0.01 0,0 PASS 8.01 Maximum Reactions Note: Only non-zero reactions are listed X-X Axis teaon k YY Axis Reacbm Axid lteaa My - End Mon k-ft Mx- End %4arenis Load Combination @8M ATop aase Top &se ATop @ 8ane ATop 0.371 0.37* 0:871 0,371 40.7 J4075014R 0.74E ++0.7501.750$+i4 0.371 0371 4O470E4 0.37* +0750L0.750L40.45W+H 0.74E 4*47L40.750S4045+U 0.371 +D0.70L4750&+03250E4I 0.37* 0.223 0.223 0.371 Lreiv 0.500 L'wv WCON Maximum Deflections for Load Combinations Id Cocr0indon Max, X-x0eaecton (kslmce Max. Y.Y 0e1ec4n CksXce +041 0.0000 I, 0.0001k 00 in 0.0001 0.0000 ill 0-000t 0.000 in 0.0001 '0tr41 0.0000is 00001 0.000 is 0.0001 OIX)oorn 0.0002 0.000 in 0.0001 +D0.7500.754t 0.0000 is 0.0001 0.000 is 0.0001 0.0000 ii 00001 0.000 in 0,0001 0.0000 in 0.0001 0.000 in 0.0001 O.MW in 0.0001 0.000 in 00001 +D+0.70.7L40.450W41 0.0000 in 00001 0.000 in 0,000* +,D+0.750L0.750S+0.4.5+H 0.0000 is 0.0001 0.000 in 0.0001 0.0000 in 0.0001 0.000 is 0.0001 40.0,H+0.6* 00000 in 0.0001 0.000 in 0-0001 0.0000 is 0.0001 0.000 in 0.000* DOAN 0.0000M 0.0001 0000 in 0,000* LrCr0 0.0000 in 0.000t 0.000 in 0.0001 LCvily 0.0000 is 0.0001 0.000 in 0.0001 0.0Q00 in 0,0001 0,000 in 0.000* WCnty 0.)0 in 0.0001 0.000 in 0:0001 0.0000 is 0.000 1 0.000 in 0.0001 0,0000 in 0.000* 0000 in 0.0001 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 33 Of: 204 Subject By Date Project Title: 2715 3REENOCK Ct Engineer Prolect ID: Project Descr 26 DC 20. 9:P I Wood Column o1 QI DESCRIPTION: Post (P4) M Live F5-4.2 Sketches 3.50 in THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 34 1 Of: 204 Subject By Date Footing Design FOOTING CONTINUOUS EXTERIOR FOOTING: Roof Dead Load Wall Dead Load Roof Live Load Roof Tributary Width WOL =RDL X At,roo + Wall x 8 ft = 319 plf WLL = RLLr X At,roof = 250 plf Assume Footing Depth = 12", Footing Width =12" WFtg = 150 pcf x 1 ft x 1.0 ft =150.000 plf Total load Soils pressure Footing Width PAD FOOTING: FOOTING LINE 4.2-F.5 Roof Dead Load Roof Live Load Roof Tributary Area PDL =RDL X kroof =476 lbs PLL = LLr X At,roof = 680 lbs RDL = 14 psf Wall = 18 psf RLLr = 20 psf Atroof = 12.5 ft W = WDL + WLL + WFtg = 719.000plf Qaiiow = 1500 psf Width = W/ Qaiiow = 0.479 ft Use 12" wide footing with 144 top and bott RDL = 14 psf LLr = 20 psf Atroof = 12.458 ft x2.73 ft = 34.010 ft2 Assume Footing Depth = 1 ft, Footing Width = 2.0 ft WFtg 150pcf x2.0ftx2.0ftxl.0ft=600.000lbs Total load P = PDL + PLL + WFtg = 1756.352 lbs Soils pressure Qaow = 1500 psf Footing Area Aitg = P/ Qaiiow = 1.171 ft2 Use 2-0" square footin THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 35 Of: 204 Subject By Date LATERAL ANALYSIS AND DESIGN: THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 36 1 Of: 204 Subject By Date WIND LOADING In accordance with ASCE7-10 Using the directional design method Tedds calculation version 21.02 Tedds calculation vwsion 21,02 i4 —55 ft Plan Building data Type of roof Length of building Width of building Height to eaves Pitch of roof Mean height General wind load requirements Basic wind speed Risk category Velocity pressure exponent coef (Table 26.6-1) Exposure category (cl 26.7.3) Enclosure classification (cl.26.10) Internal pressure coef +ve (Table 26.11-1) Internal pressure coef —ye (Table 26.11-1) Gust effect factor Minimum roof design wind load (cl.27.4.7) Minimum wall design wind load (cl.27.4.7) Topography Topography factor not significant Velocity pressure equation LI Elevation Gable b = 55.00 ft d = 70.00 ft H = 4.00 ft (XO = 22.4 deg h = 11.21 ft V = 110.0 mph Kd = 0.85 C Enclosed buildings = 0.18 GCPLh = -0.18 Gt= 0.85 Pmin_r = 8 psf Pmin_w = 16 psf Kt= 1.0 q=0.00256xKxKtxKdxV2 x 1psf/mph2 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 37 1 Of: 204 Subject By Date Velocity pressures table z (ft) K (Table 27.3-1) qz (psf) 4.00 0.85 22.38 11.21 0.85 22.38 15.00 0.85 22.38 18.43 0.88 23.28 Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.) qi = 22.38 psf Pressures and forces Net pressure p = q X Gf X Cpe - qi x GCpi Net force Fw = p X Aref Roof load case I - Wind 0, GCpi 0.18, -cpe Ext pressure Peak velocity Net pressure Area Net force Ref. height Zone coefficient cpe pressure qp p Aref F (ft) " ' (psf) (psf) (ft2) (kips) A(-ve) 11.21 -0.25 22.38 -8.82 2082.10 -18.37 B(-ve) 11.21 -0.60 22.38 -15.44 2082.10 -32.15 Total vertical net force Fw,v = -46.71 kips Total horizontal net force Fw,h = 5.25 kips Walls load case I -Wind 0, GCpi 0.18, -cpe Ext pressure Peak velocity Net pressure Area Net force Ref. height Zone coefficient cpe pressure qp p Aref F (ft) " ' (psf) (psf) (ft2) (kips) A 4.00 0.80 22.38 11.19 220.00 2.46 B 11.21 -0.45 22.38 -12.50 220.00 -2.75 C 11.21 -0.70 22.38 -17.34 784.91 -13.61 D 11.21 -0.70 22.38 -17.34 784.91 -13.61 Overall loading Projected vertical plan area of wall Avert_w_o = b x H = 220.00 ft2 Projected vertical area of roof Averiro = b x d/2 x tan((xo) = 793.43 ft2 Minimum overall horizontal loading Fw.toiaimin = Pmin_w X Avert _w_o + Pmin_r X Averi_LO = 9.87 kips Leeward net force Fi = FW,WB = -2.8 kips Windward net force F = Fw,wA = 2.5 kips Overall horizontal loading Fw,totai = max(F - Fi + Fw,h, Fw,totai mm) = 10.5 kips Roof load case 2 - Wind 0, GC -0.18, -0cpe Ext pressure Peak velocity Net pressure Area Net force Ref. height Zone coefficient cpe pressure qp p Aref F (ft) (psf) (psf) (ft2) (kips) A(+ve) 11.21 0.25 22.38 8.75 2082.10 18.21 B(+ve) 11.21 -0.60 22.38 -7.39 2082.10 -15.38 Total vertical net force Fw,v = 2.62 kips Total horizontal net force Fw,h = 12.80 kips Walls load case 2-Wind 0, GC 0.18, 0Cpe THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 38 Of: 204 Subject By Date Ext pressure Peak velocity Net pressure Area Net force Ref. height Zone coefficient cpe pressure qp p Aref F (ft) ki (psf) (psf) (ft2) (kips) A 4.00 0.80 22.38 19.25 220.00 4.23 B 11.21 -0.45 22.38 -4.45 220.00 -0.98 C 11.21 -0.70 22.38 -9.29 784.91 -7.29 D 11.21 -0.70 22.38 -9.29 784.91 Overall loading Projected vertical plan area of wall Avert-,,_o = b x H = 220.00 ft2 Projected vertical area of roof Avert-LO = b x d/2 x tan(ao) = 793.43 ft2 Minimum overall horizontal loading Fw,totaLmin = Pmin_w X Avert_w_o + Pmin_r X Avert_r_o = 9.87 kips Leeward net force Fi = Fw,wB = -1.0 kips Windward net force F = FW,WA = 4.2 kips Overall horizontal loading Fw,totai = max(Fw - Fi + Fw,h, Fwtotai_min) = 18.0 kips Roof load case 3 -Wind 90, GCpi 0.18, -Cpe Ext Peak Net Ref. pressure Area Net force Zone height coefficient velocity pressure Aref F (ft) cpe pressureqp (ft2) (kips) (psf) (psf) A(-ve) 11.21 -0.90 22.38 -21.15 424.48 -8.98 B (-ye) 11.21 -0.90 22.38 -21.15 424.48 -8.98 C (-ye) 11.21 -0.50 22.38 -13.54 848.97 -11.50 D (-ye) 11.21 -0.30 22.38 -9.74 2466.27 -24.01 Total vertical net force Fw,v = -49.43 kips Total horizontal net force Fw,h = 0.00 kips Walls load case 3 - Wind 90, GCpi 0.18,-cp. Ext Peak Net Ref. pressure Area Net force Zone height coefficient velocity pressure Aref F (ft) cpe pressureqp (ft2) (kips) (psf) (psf) Al 15.00 0.80 22.38 11.19 756.43 8.46 A2 18.43 0.80 23.28 11.80 28.51 0.34 B 11.21 -0.50 22.38 -13.54 784.91 -10.63 C 11.21 -0.70 22.38 -17.34 220.00 -3.82 D 11.21 -0.70 22.38 -17.34 220.00 -3.82 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 4 - Wind 90, GC 0.18, +Cpe Avert_w_go = d x H + d2 x tan(CLO) / 4 = 784.91 ft2 Avert_r_90 = 0.00 ft2 Fw,totaLmin = Pmin_w x Avert-w-90 + Pmin_r X Avert-r-90 = 12.56 kips Fi = Fw,wB = -10.6 kips F = Fw,wA_1 + Fw,wA_2 = 8.8 kips Fw,totai = max(F - Fi + Fw,h, Fw,totaL mm) = 19.4 kips THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 39 Of: 204 Subject By Date Ext Peak Net Ref. pressure Area Net force Zone height coefficient velocity pressure Aref F (ft) Cpe pressureqp (ft2) (kips) (psf) (psf) A(+ve) 11.21 -0.18 22.38 0.60 424.48 0.26 B (+ve) 11.21 -0.18 22.38 0.60 424.48 0.26 C (+ve) 11.21 -0.18 22.38 0.60 848.97 0.51 D(+ve) 11.21 -0.18 22.38 0.60 2466.27 1.49 Total vertical net force F.,v = 2.33 kips Total horizontal net force Fw,h = 0.00 kips Walls load case 4 - Wind 90, GC -0.18, +Cp. Ext Peak Net Ref. pressure Area Net force velocity pressure Zone height coefficient Aref F (ft) cpe pressureqp (ft2) (kips) (psf) (psf) Al 15.00 0.80 22.38 19.25 756.43 14.56 A2 18.43 0.80 23.28 19.86 28.51 0.57 B 11.21 -0.50 22.38 -5.48 784.91 -4.30 C 11.21 -0.70 22.38 -9.29 220.00 -2.04 D 11.21 -0.70 22.38 -9.29 220.00 -2.04 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Avert-w_90 = d x H + d2 x tan(cxo) /4 = 784.91 ft2 Avert rgo = 0.00 ft2 Fw,toiaimin = Pmin_w X Avert-w-90 + Pmin-r X Avert -90 = 12.56 kips Fi = Fw,wB = -4.3 kips F = Fw,wA_1 + Fw,wA_2 = 15.1 kips Fw,totai = max(F - Fi + Fw,h, Fw,totaL mm) = 19.4 kips Windward face Leeward face THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 40 Of: 204 Subject By Date -70 ft Side face THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 41 1 Of: 204 Subject By Date BUILDING WEIGHT Roof Dead Load RDL14 psf Ext. Wall Dead Load Walle = 18 psf Int Wall Dead Load Walli 9 psf Roof Area Ar= 3113 ft2 Ext. Wall Length Lewr = 302.8 ft Int. Wall Length Liwr 96.16 ft Wall height Hr = 8ft Weight of Roof Wr = RDL X Ar = 43.582 kips Wall Weight Wwr = (Lewr * Wall0 + Ljwr * Wall ) X Hr /2 =25.263 kips Total Weight Wtr = Wr + Wwr = 68.845 kips THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 42 Of: 204 Subject By Date USGS Design Maps: A- 2716 Greenock Ci, Carlsbad, CA 92010, USA LtIhkd$, Longitude: 3.15943, .117.361949999999 chi h.- OSHPD '* SOON c wct. V ' g Ct Mystic Life 00 / Coaching by Aexy Y The Bluffs Ge1e$dRO . I çge - . .8ord Map date 02019 l01U'$0, 11 -$0;$VPJ4 i 00 od. 0t00000000t WCEA $.01'01 ,$0, ab. Q2ooJ .o4.d} 0.415 0.101 00..n..ir .00o0011 00flk,ok4, $001 $$0o.$01o4 ,000iO oc$0' ho 0761 $001,0o0ah01 ,010120 01.Mt0 I01$001 SA 04 $0k4fl$0 d$0n $0...I 10 ,00.fl&SA ---------.. --------- -.--.-------- - f1fl C 0 $0$0r$0o(01&$0&l F. 007 $*W$0ontfll$2.qc..fl 010. ,U01t01nf.101 o, 00..o.J P601 0410 PACE, ' V01m aoomomi F,., 0Q 01*w,01c010o, 1,000101 P.A 045 $0.01U10010. I..k $010.0d 0014011 0 0000P001,40Tfl0.0Pd001,0a0d1 I SORT 5.020 Pba&vkwm500go.o100101ion. 102 0001000) $00104 LIDS Po0001bjor*Im10wal 200 VobatftV 001001100,100,00 y01103 0P1OR0101O0$0 $00 00 FI0140$0$00000 0000000100 ,1010 jOS somA SORT $400 oofl00$$00.,1o..00,0co.,0 III IIR0 54 I0$0fl01$000,04 c'i. 001I1y fl00*.c0 0000001*) ,100 0110 06 F0T0..0. 01ol000,*00$0o 101 0.10.4 P6d 010. F001.01$00.011 00100101001101010 tP"kr 40005011114 C*s 001 Uw..dI$0$001oIod.00040 - 01100 M0l010$0,010.btl0 - - 0100601001 looI$0 ,000100.d 01000.0.0111015001010004000 000104t SEAMOSHM 1104 10103040101 11140010b0500001100000.lO0 0100040000000010041, 0000.01000000.101*0.00040401150 IN. ,0100.00100104, 010000 1001.0. Oflo 0000 .. $0 —Y PWA 01p 010.00100.4 .0.01.o0.00.0.$0 04 00. o00101 01001*0 04 Op 1010., $0.0.0.5 I005fl010. 000100100410010 00n01 $0010005 $000. 040101041010.0000,104000,01,04 sO3o00 01.05010.010*100004001.050.0.4040,10150001.006 0.0101.404.4!, 00 5011.00.030010,00101 kdkft 000600.010000101014000,1100401101504000.141010001000I010 9W kpoVft 0400OR00401.011$0d00500000040100 010140110.010100. 0I4mu60'$0. d. "bak000110001610041, WdW4 0,0101.010,400100 46.0160 $0..01014041000014014010$0v,0141001. 0401414 00100,1 000104,0.4001.0.0014,1.000 .op..005 .0400*.10541fl$0 0. 0.4000.0010bpfl.40$0$0 44001.0.01!. 0.0.01010400.1400. mbxd, THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 43 Of: 204 Subject By Date Seismic Base Shear SEISMIC FORCES (ASCE 7-10) Tedds calculation version 3. 1.00 Site parameters Site class Mapped acceleration parameters (Section 11.4.1) at short period at 1 sec period Site coefficientat short period (Table 11.4-1) at 1 sec period (Table 11.4-2) Spectral response acceleration parameters at short period (Eq. 11.4-1) at 1 sec period (Eq. 11.4-2) El: Ss = 1.076 Si = 0.415 Fa = 1.070 Fv = 1.585 SMS = Fa Ss = 1.151 SMi = F5 x Si = 0.658 Design spectral acceleration parameters (Sect 11.4.4) at short period (Eq. 11.4-3) SIDS = 2 / 3 x SMS = 0.767 at 1 sec period (Eq. 11.4-4) SW = 2 / 3 X SMi = 0.439 Seismic design category Risk category (Table 1.5-1) Seismic design category based on short period response acceleration (Table 11.6-1) D Seismic design category based on 1 sec period response acceleration (Table 11.6-2) D Seismic design category D Approximate fundamental period Height above base to highest level of building From Table 12.8-2: Structure type Building period parameter Ci Building period parameter x Approximate fundamental period (Eq 12.8-7) Building fundamental period (Sect 12.8.2) Long-period transition period Seismic response coefficient Seismic force-resisting system (Table 12.2-1) Response modification factor (Table 12.2-1) Seismic importance factor (Table 1.5-2) Seismic response coefficient (Sect 12.8.1.1) Calculated (Eq 12.8-3) Maximum (Eq 12.8-3) Minimum (Eq 12.8-5) Seismic response coefficient hn = 8 ft All other systems Ci = 0.02 x = 0.75 Ta = Cix (h5)5 x lsec / (lft)x 0.095 sec T = Ta = 0.095 sec TL = 8 sec A. Bearing_Wall_Systems 15. Light-frame (wood) walls sheathed with wood structural panels R = 6.5 le = 1.000 Cs_caic = SIDS / (R / le) = 0.1180 Cs_max = SW / ((T / 1 sec) x (R / le)) = 0.7091 Cs-min = max(0.044 x SDS x le,0.01) = 0.0338 CS = 0.1180 THE NOEL RESIDENCE Project CALCULATION SUBJECT Subject Seismic base shear (Sect 12.8.1) Effective seismic weight of the structure Seismic response coefficient Seismic base shear (Eq 12.8-1) 2019-021 Project No. Hung Nguyen, S.E 02/14/20 By Date W = 68.8 kips CS = 0.1180 V = C x W = 8.1 kips Page: 44 Of 204 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 45 Of: 204 Subject By Date Load Distribution-Addition: ROOF LEVEL: HORIZONTAL LOAD DISTRIBUTION: Roof Load (Vseis)= 8100 j lbs Rho= [i.00] V* Rho = 8100 Roof Area = 3094 ftA2 v,seis= 2.618 psf v, wind = 6.27 psf Wwind = 14900 1 lbs TRANSVERSE DIRECTION Grid Lines Left Trib. Width (ft) Right Trib. Width (ft) Left Trib. Length (ft) Right Trib. Length (ft) Fseis (Ibs) Fwind (Ibs) B' (1-2.9) 6.927 19.00 345 825 B' (4-4.6) 5.866 6.333 97 233 A 10.00 27.125 710 1701 B 6.927 26.666 19.00 27.86 2289 5483 F 32.00 29.5 27.125 20.25 1 3836 1 9188 F.6 12.625 1 24.91 823 1 1972 SUM: 8101 19403 Roof Load (Veis) Rho = V * Rho = Roof Area = v, seis = v, wind = 8100 lbs L 1.00 I 8100 3094 ftA2 2.618 psf 5.817 psf Wwind = lbs LONGITUDINAL DIRECTION Grid Lines Left Trib. Width (ft) Right Trib. Width (ft) Left Trib. Length (ft) Right Trib. Length (ft) Fseis (lb) Fwind (Ibs) 1 9.50 56.16 13.854 23.64 3820 8489 2.9 9.50 8.83 13.854 26.66 961 2135 6 19.50 54.50 2782 6183 7 5.375 38.16 537 1193 SUM: 8100 18001 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 46 Of: 204 Subject By Date SHEAR WALL DESIGN: Shear Wall at Line I Wood shear wall design (NDS) In accordance with NDS20I5 allowable stress design and the perforated shear wall method Tedds calculation version 12.02 Panel details lath and plaster and structural wood panel sheathing Panel height h = 8 ft Panel length b = 56.16 ft _4•__-I- Panel opening opening details Width of opening Height of opening Height to underside of lintel over opening Position of opening Width of opening Height of opening Height to underside of lintel over opening Position of opening Width of opening Height of opening Height to underside of lintel over opening Position of opening Width of opening Height of opening Height to underside of lintel over opening Position of opening Total area of wall Panel construction Nominal stud size Dressed stud size Cross-sectional area of studs Stud spacing Nominal end post size Dressed end post size w0i = 3 ft hoi =4ft lol = 6.66 ft Poi=3ft W02 = 3.5 ft h02=1.666ft 102 = 4.666 ft Po2 = 12 ft W03 = 3.5 ft h03 = 1.666 ft 103 = 4.666 ft Po3=18.5ft W04 = 5.8 ft = 6.666 ft 104 = 6.666 ft PO4 = 22.5 ft Ahxb - woixhoi -w02xh02-w03xh03-wxh,4=386.955ft2 2" x 4" 1.5" x 3.5" As = 5.25 in2 s = 16 in 2 x 2" x 4" 2 x 1.5" x 3.5" THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 47 Of: 204 Subject By Date Cross-sectional area of end posts Hole diameter Net cross-sectional area of end posts Nominal collector size Dressed collector size Service condition Temperature Vertical anchor stiffness Ae = 10.5 in2 Dia = I in Aen = 7.5 in2 2 x 2" x 4" 2 x 1.5" x 3.5" Dry 100 degF or less ka = 1000000 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain F = 850 lb/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 lb/in2 Sheathing details Side I Sheathing material 7/8" lath and plaster Fastener type 0.120" nails at 6"centers From SDPWS Table 4.3C Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Gypsum and Portland Cement Plaster Nominal unit shear capacity for seismic design vsi = 360 plf = 360 lb/ft Nominal unit shear capacity for wind design vwl = 360 plf = 360 lb/ft Apparent shear wall shear stiffness Gal = 9 kips/in Sheathing details Side 2 Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 6"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design Vs2 = 520 plf = 520 lb/ft Nominal unit shear capacity for wind design Vw2 = 730 plf = 730 lb/ft Apparent shear wall shear stiffness Ga2 = 15 kips/in Combined unit shear capacities Combined nominal unit shear capacity for seismic design vsc = max(2 x min(vsl, vs2), Vs1, vs2) = 720 lb/ft Combined nominal unit shear capacity for wind design vwc = min(max(2 x min(vwi, Vw2), vwi, vw2), 2435 plf) = 730 lb/ft Combined apparent shear wall shear stiffness Gac = Gal + Ga2 = 24 kips/in Loading details Dead load acting on top of panel D = 168 lb/ft Roof live load acting on top of panel Lr = 266.6 lb/ft Self weight of panel St = 18 lb/ft2 In plane wind load acting at head of panel W = 7365 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 3314 lbs Design spectral response accel. par., short periods SDS = 0.767 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 48 1 Of: 204 Subject By Date From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.751-f + 0.75(Lr or S or R) Load combination no.4 0 + 0.525E + 0.751-f + 0.75S Load combination no.5 0.60 + 0.6W Load combination no.6 0.60 + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFc = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor-cl.4.3.8 Ci 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin = Emin X CME X CIE x Cj X CT = 510000 psi Critical buckling design value FcE = 0.822 X Emin / (h / d)2 = 557 psi Reference compression design value Fc* = Fc x CD X CMc X Ctc X CFc x Cj = 1428 p51 For sawn lumber c = 0.8 Column stability factor - eqn.3.7-1 CP = (1 + (FcE / Fc*)) / (2 x c) - I([(1 + (FcE / Fc*)) / (2 x c)]2 - (FcE / Fc*) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 1.5 Perforated wall length bi = 3 ft Shear wall aspect ratio h / bi = 2.667 Perforated wall length b2 = 6 ft Shear wall aspect ratio h / b2 = 1.333 Perforated wall length b3 = 3 ft Shear wall aspect ratio h / b3 = 2.667 Perforated wall length b4 = 0.5 ft Shear wall aspect ratio h / b4 = 16 Perforated wall length b5 = 27.86 ft Shear wall aspect ratio Shear capacity adjustment factor - cl.4.3.3.5 Sum of perforated shear wall lengths Total length of perforated shear wall Total area of openings Sheathing area ratio (eqn. 4.3-6) Shear capacity adjustment factor (eqn. 4.3-5) h / b5 = 0.287 = b2 + b5 = 33.86 ft Ltot = w01 + b2 + w02 + w03 + w04 + b5 = 49.66 ft Aowoi xh01 +wo2xh/3+w03xh/3+w04xh04=69.33ft2 r = 1 1(1 + A0 I(h x L)) = 0.796 Co = 0.83 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 49 Of: 204 Subject By Date Perforated shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Vw-max = 0.6 x W = 4.419 kips Vw = Vwc x Co x ZL / 2 = 10.253 kips Vw-max I Vw = 0.431 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 X Eq = 2.32 kips Vs = V50 x Co x EL / 2 = 10.113 kips Vs—max / Vs = 0.229 PASS - Shear capacity for seismic load exceeds maximum shear force V = 0.7 X Eq = 2.32 kips P = (0.6 x (D + Swt x h) - 0.7 x 0.2 x SDS x (D + Swt x h)) x s / 2 = 0.102 kips T = 0 kips = 0.000 kips ft = T/Aen = 0 lb/in2 Ft = Ft x CD X CMt x Cu x CFt x Ci = 792 lb/in2 ft / Ft = 0.000 PASS - Design tensile stress exceeds maximum applied tensile stress Chord capacity for chords 1 and 2 Load combination 6 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 6 Shear force for maximum compression V = 0.7 x Eq = 2.32 kips Axial force for maximum compression P = (0.6 x (D + Swt x h) - 0.7 x 0.2 X SDS x (D + 5Wx h)) x s/2 = 0.102 kips Maximum compressive force in chord C = 0 kips = 0.000 kips Maximum applied compressive stress f0 = C / Ae = 0 lb/in2 Design compressive stress F = Fc x CD x CMC x Ctc x CFC x C1 x Cp = 503 lb/in2 f0 I F' = 0.000 PASS - Design compressive stress exceeds maximum applied compressive stress Collector capacity CoIcdor axial force diaqrai (kips) 2.9 Collector seismic design force factor Fcoii = I Maximum shear force on wall Vmax = max(Fcoii X Vs-max, Vw_max) = 4.419 kips Uniform shear applied to wall va = Vmax / ((Co x ZL)) = 157.3 plf THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 50 1 Of: 204 Subject By Date Maximum applied compressive stress Column stability factor Design compressive stress Shear resisted by wall segments Maximum force in collector Maximum applied tensile stress Design tensile stress Hold down force Vb = Va X b / (b2 + b5) = 260.9 plf P0ii = 2.886 kips ft = P0ii / (2 x A) = 275 lb/in2 Ft '= Ft x CD x CMt x Ctt x CFt x Ci = 792 lb/in2 ft I Ft = 0.347 PASS - Design tensile stress exceeds maximum applied tensile stress fc = P0ii / (2 x A) = 275 lb/in2 Cp = 1.00 Fc'= Fc x Co X CMc X Ctc X CFc x Ci x Cp = 1428 lb/in2 f/F=0.193 PASS - Design compressive stress exceeds maximum applied compressive stress Wind load deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall deflection - Eqn. 4.3-1 V6w = fwsery X W = 4.419 kips \w_aIIow h I 600 = 0.16 in V6wmax = V8w / (Co X L) = 157.31 lb/ft T6 = max(0 kips,v6w_max x h -0.6 X (D + Swt X h) X sf2) = 1.134 kips &ww = 2 x Vw_max x h3 / (3 X E x Ae X L) + VSw_max x h / (Gac) + h X T8 / (ka x L) = 0.054 in &ww / w—allow = 0.337 PASS - Shear wall deflection is less than deflection limit Vs = Eq = 3.314 kips As allow= 0.020 X h = 1.92 in Vsmax = V8s / (Co X L) = 117.97 lb/ft T8 = max(0 kips,v_max x h - (0.6 - 0.2 x Sos) x (D + Swt X h) X 5 I 2) = 0.851 kips Sswse = 2 X V8s max X h3 / (3 X E X Ae X ZL) + V6s_max x h / (Gac) + h X T / (ka x 11-0= 0.04 in Cd8 = 4 le = 1.25 sws Cd6 X Sswse / le = 0.13 in &ws I Ls_aIIow = 0.067 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection - ASCE7 Eqn. 12.8-15 No Uplift THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 51 Of: 204 Subject By Date Shear Wall at Line 2.9 - Seismic load E 961 lbs/2 = 480.500 lbs -Wind load W 2135 lbs/2 = 1067.500 lbs Use Strong-Wall Wood SW18X8 MDdId NaL Seismic Wind Allowable ISO Shea Load V thiltot Allowable Shear n.} (41ow9bl k Dititat *50 Shear I M(wable Load V Shear (flis.) Standard Strong-Wall Shew'wall IsWi8 1100 0.33 1455 0,53 I SW248 1530 0.37 2010 0.53 2550 033 3500 0.52 SWAIM 3390 0.27 5695 0.50 SWI axo 1040 0.37 1375 000 SW249 MW 1530 2055 0,39 2010 0,59 3100 0.56 0.31 smax'q 3015, 4s SW2410 1525 042 1950 [ 0.63 SW3200 2055 0.33 2785 1 0.55 SW48x10 3015 0,30 4450 I 0,50 SW24x1M 1195 1755 0.51 0,43 1555 J 2310 0.80 SW32i12 f 0.65 SW4Bi(12 2770 - 0.36 3690 J 0.53 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 52 1 Of: 204 Subject By Date Shear Wall at Line 6 (C-Cl) Seismic Load E 2782 lbs x 0.45 = 1251 .900 lbs Wind Load W 6183 lbs x 0.45 = 2782.350 lbs WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1202 Panel details Structural wood panel sheathing on one side Panel height Panel length Total area of wall h=8ft b = 4.66 ft A = h x b = 37.28 ft2 'JI (ft a - se OD OD C) 0 co co (N (N Ii 4 7.92! Panel construction Nominal stud size Dressed stud size Cross-sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross-sectional area of end posts Hole diameter Net cross-sectional area of end posts Nominal collector size 2" x 4" 1.5' x3.5" As = 5.25 in2 s = 16 in 2 x2' x4" 2 x 1.5" x 3.5" A. = 10.5 in2 Dia = I in Aen = 7.5 in2 2x2" x4' THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 53 Of: 204 Subject By Date Dressed collector size 2 x 1.5 x 3.5" Service condition Dry Temperature 100 deg or less Vertical anchor stiffness ka = 1000000 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 lb/in2 Modulus of elasticity E = 1400000 Win Minimum modulus of elasticity Emin = 510000 Win Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 4'centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design vs = 760 lb/ft Nominal unit shear capacity for wind design vw = 1065 lb/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Self weight of panel Swt = 18 lb/ft2 In plane wind load acting at head of panel W = 2782 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 1252 lbs Design spectral response accel. par., short periods SDS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lt + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor-cl.4.3.8 Ci 1.00 Buckling stiffness factor- cl.4.4.2 CT = 1.00 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 54 Of: 204 Subject By Date Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber Column stability factor— eqn.3.7-1 Emin' = Emin X CME X CtE X C1 x Cr = 510000 psi FcE = 0.822 X Emin' / (h / d)2 = 557 psi Fc* = Fc X CD X CMc X Ctc X CEc X Ci = 1428 psi c = 0.8 Cp = (1 + (FcE / Fc*)) / (2 xc) - 'I([(l + (FcE / Fe)) / (2 x c)12 - (FcE / Fc*) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 4.66 ft Shear wall aspect ratio h = 1.717 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Vw_max = 0.6 x W = 1.669 kips V=vxb/2 = 2.481 kips Vw_max / Vw = 0.673 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 x Eq = 0.876 kips Vs= v5 xb/2= 1.771 kips Vs-max / V5 = 0.495 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 1.717 V= 0.6xW = 1.669 kips P = (0.6 x Swt x h) x s/ 2 = 0.058 kips TVxh/(b)-P2.808kips ft = T/Aen = 374 lb/in2 Ft '= Ft x CD x CMt x Ctt x CFt x Ci = 792 lb/in2 ft / Ft = 0.473 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 1 Shear force for maximum compression V = 0.6 x W = 1.669 kips Axial force for maximum compression P = (St x h) x s / 2 = 0.096 kips Maximum compressive force in chord C = V x h / (b) + P=2.962 kips Maximum applied compressive stress fc = C / Ae = 282 lb/in2 Design compressive stress F' = Fc x CD x CMc x Ctc x CFC x Ci x CP = 503 lb/in2 f/ F = 0.561 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Chord 2 Wind load deflection Design shear force Deflection limit Induced unit shear Ti = 2.808 kips T2 = 2.808 kips Vow = fwsery x W = 1.669 kips Awaiiow h I 600 = 0.16 In vo=Vo/b = 358.2 lb/ft THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 55 Of: 204 Subject By Date Anchor tension force T8 = max(0 kips,v x h - 0.6 x (D + Swt x h) x s I 2) = 2.808 kips Shear wall deflection - Eqn. 4.3-1 8sww = 2 X Vw x h3/ (3 x E X Ae x b) + VSw x h / (Ga) + h x T I (ka x b) = 0.156 in &ww / Aw_aiiow = 0.978 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection -ASCE7 Eqn. 12.8-15 Use MSTCM40/STH Dl 4 Strap holdown Vös = Eq = 1.252 kips As-allow= 0.020 X h = 1.92 in vos = Vs / b = 268.67 lb/ft = max(0 kips,v65 X h -(0.6- 0.2 X SDS) X (D + Swt X h) X 5 / 2) = 2.106 kips 8swse2XV6sXh3 /(3XEXAeXb)+VsXh/(Ga)+hXT8/(kaXb)= 0.117 in Cdo = 4 le = 1.25 sws = Cd6 X Sswse / le = 0.376 in &ws / As-allow = 0.196 PASS - Shear wall deflection is less than deflection limit Dint. Fasterlem Mailable Tension Load Model (to.) In,) DFJS:P/SPF/HF (160) Code No, a Ga. Ref, W I NaI's T2 {iFCMU Concrete - MSTAM24 18 1¼ 24 (9)0148*3 (3 ¼x2¼ (5) ¼x 1% 1,375 1,460 MSTAM36 16 1¼ 36 Ii30.1480 142¼ c¼x10A 1,870 1.870 FL MSTCM40 16 3 40Y1 (26)0.148x3¼ (14)¼x2¼ (14)Yix1% 4,220 4,220 I MSTGM60 16 3 56Wo (26J0i483¼ 04) M2% J (14) ¼x 1% 4,220 4,220 SOC C-F--AIlwb4eTen1Ioo Leads Of/SP15P1111F (160) flR) Standard iiJoi3 fl & standard mJoiot Olt) ,j (In,) ,u eute Nails ----------- Code MidYiaH crnTr EodwlI MitMa 09ner Endw1 ISTHOS LSTHDBRIJ 1814 3214 6 (161 16d 2,270 2,090 1,220 2,250 1,950 1,220 S SflI00 Si108J 2414 3814 10 08$ led k*cs 2,150 2,750 1.016 2,640 2,640 1A3S STHD14 S179)1411J 2614 3914 14 (22) 160 sJnkes 3,695 3,695 2,585 3,695 2,695 2,685 l.STh08 I,$1140$RJ 1&14 3214 I l6) led sir4s 2,615 2.126 1,035 7.250 1.960 1,610 FL 6 5111010 51)6}IOIIJ 2414 3814 10 - 164 tnks 3,400 - 2,040 - 2,295 - 3,400 - 2,940 - 2175 - HD14 51141)1497 25I 3934 14 (24) 14d Oiriw4 3,815 3,515 3,500 3,815 3815 15110 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 56 Of: 204 Subject By Date Shear Wall at Line 6 (F-F.6) Seismic Load E 2782 lbs x 0.55 = 1530.1 00 lbs Wind Load W 6183 lbs x 0.55 = 3400.650 lbs Wood shear wall design (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 12.02 Panel details Structural wood panel sheathing on one side Panel height h = 8 ft Panel length b = 5.333 ft Total area of wall A = h x b = 42.664 ft2 I' 2 X. c) C) c) C') 5'3.996" 10 Panel construction Nominal stud size 2" x 4" Dressed stud size 1.5' x 3.5" Cross-sectional area of studs As = 5.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 4" Dressed end post size 2 x 1.5" x 3.5" Cross-sectional area of end posts Ae = 10.5 in Hole diameter Dia = I in Net cross-sectional area of end posts Aen = 7.5 in Nominal collector size 2 x 2" x 4' Dressed collector size 2 x 1.5" x 3.5" THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 57 Of: 204 Subject By Date Service condition Dry Temperature 100 degF or less Vertical anchor stiffness ka = 1.0x108 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain F = 850 1b/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 1b/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 4'centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design vs = 760 lb/ft Nominal unit shear capacity for wind design vw = 1065 lb/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Self weight of panel St= 18 lb/ft2 In plane wind load acting at head of panel W = 3400 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 1530 lbs Design spectral response accel. par., short periods SOS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75L, + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lf + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin' = Emin X CME X CtE x Ci x CT = 510000 psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 58 Of: 204 Subject By Date Critical buckling design value FcE = 0.822 X Emin' / (h / d)2 = 557 psi Reference compression design value Fc* = Fc x Co X CMc X Ctc X CEc X Ci = 1428 psi For sawn lumber c = 0.8 Column stability factor - eqn.3.7-1 CP = (1 + (FcE / Fc*)) 1(2 x c) - 4([(1 + (FcE / Fe)) 1(2 x c)]2 - (FcE I Fc) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 5.333 ft Shear wall aspect ratio h / b = 1.5 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 1 Vw_max = 0.6 x W = 2.04 kips V=vxb/2=2.84kips Vw_max/Vw = 0.718 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 X Eq = 1.071 kips Vs = vs x b / 2 = 2.027 kips Vs-max / V5 = 0.528 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 1.5 V = 0.6 x W = 2.04 kips P = (0.6 x St x h) x s I 2 = 0.058 kips T=Vx h/(b)- P = 3.003 kips ft = T/ Aen = 400 lb/in2 Ft '= Ft x Co x CMI x Cft x CFt x Ci = 792 lb/in2 ft / Ft = 0.505 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.6 x W = 2.04 kips Axial force for maximum compression P = (St x h) x 5 / 2 = 0.096 kips Maximum compressive force in chord C = V x h / (b) + P = 3.156 kips Maximum applied compressive stress fc = C / Ae = 301 lb/in2 Design compressive stress F = Fc x Co x CMC x Ctc x CFC x Ci x C = 503 lb/in2 f/ Fc' =0.598 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Ti = 3.003 kips Chord 2 T2 = 3.003 kips Wind load deflection Design shear force V6w = fwsery x W = 2.04 kips Deflection limit Aw_aIIow= h I 600 = 0.16 in Induced unit shear Vw = Vaw / b = 382.52 lb/ft Anchor tension force T8 = max(0 kips,v x h - 0.6 x (D + St x h) x s / 2) = 3.003 kips 2019-021 Project No. Hung Nguyen, S.E 02/14/20 Page: 59 Of: 204 By Date &ww=2XVöwXh3 /(3XEXAeXb)+V6wXh/(Ga)+hXT/(kaXb)= 0.159 in &ww / w—allow = 0.995 PASS - Shear wall deflection is less than deflection limit THE NOEL RESIDENCE Project CALCULATION SUBJECT Subject Shear wall deflection - Eqn. 4.3-1 Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection —ASCE7 Eqn. 12.8-15 Use STHD14 Strap holdown Vs = Eq = 1.53 kips As—allow= 0.020 x h = 1.92 in vas =Vs/b=286.89lb/ft T8 = max(0 kips,v x h - (0.6 - 0.2 x SDS) x (D + Swt x h) x s / 2) = 2.252 kips 6swse2XV6sXh3 /(3XEXAeXb)+V8sXh/(Ga)+hXT8/(kaXb) 0.119 in Cd5 = 4 le = 1.25 sws Cd8 x öswse / le = 0.382 in sws / s_aIIow = 0.199 PASS - Shear wall deflection is less than deflection limit SDC C—F - Mcwab*e Tension Leads ferO!SPiSPffI4F (160 Mm. Made! 11% S1r1en1h 14 . Required #Qtniis Code - Midwail Con1t EfldW1 Senazd nmeôt adRfrnJeIe( (Ini lie.) - Mldy411 - Cooar EfldW*iI LSM¼ LSTHORR,) 1' 32¼ 1610delrm 2,270 2,090 1.220 7,250 1,950 1.220 6 $Ti100 $M)l0kj 2414 301A 10 100 2750 2,750 1,515 76.10 2,640 1,43$ 2614 3914 14 2) 16d e1n4er5 3,695 3,695 2,666 3,695 3S9S 2.585 LSUIOSRJ 1514 32¼ 16 iSci sirle 2,610 2,125 us zso isso FL 8 LHOS'I}14fiJ SIHO1URJ 2414 3B¼ 10 0) 16.1 fr1ke 3,400 2,1740 2,295 3,400 2$40 2,115 U14BJ. _215%___ J241.1,Qd Sir&F%. THE NOEL RESIDENCE 2019-021 Project No. Hung Nguyen, S.E 02/14/20 Page: 60 1 O. 2 Subject By Date Shear Wall at Line 7 WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.02 Panel details Structural wood panel sheathing on one side Panel height h = 8 ft Panel length b = 5.833 ft Total area of wall A = h x b = 46.664 ft2 Project CALCULATION SUBJECT T I CN N o o 5' 9.996" Panel construction Nominal stud size 2" x 4' Dressed stud size 1.5" x 3.5" Cross-sectional area of studs Ar = 5.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2' x 4" Dressed end post size 2 x 1.5" x 3.5" Cross-sectional area of end posts A5 = 10.5 in Hole diameter Dia = I in Net cross-sectional area of end posts Aen = 7.5 in Nominal collector size 2 x 2" x 4' Dressed collector size 2 x 1.5" 3.5" Service condition Dry Temperature 100 degF or less THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 61 Of: 204 Subject By Date Vertical anchor stiffness ka = 1.0x108 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2' & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 lb/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 lb/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design Vs = 760 lb/ft Nominal unit shear capacity for wind design Vw = 1065 lb/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Self weight of panel St= 18 lb/ft2 In plane wind load acting at head of panel W = 1193 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 537 lbs Design spectral response accel. par., short periods SOS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lt + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75Lt + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor - cl.4.3.8 Ci 1.00 Buckling stiffness factor- cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin' = Emin X CME X CtE X Ci X CT = 510000 psi Critical buckling design value FcE = 0.822 X Emin' / (h / d)2 = 557 psi Reference compression design value Fc* = Fc x CD X CMc X Ctc X CFc X Ci = 1428 psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 62 Of: 204 Subject By Date For sawn lumber c = 0.8 Column stability factor— eqn.3.7-1 CP = (1 + (FcE / Fc*)) /(2 xc) - I([(1 + (FcE / Fc*)) /(2 x c)]2 - (FCE / Fc*) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 5.833 ft Shear wall aspect ratio h / b = 1.372 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Vw_max = 0.6 x W = 0.716 kips V=vxb/2=3.1O6kips Vwmax/Vw= 0.23 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 x Eq = 0.376 kips V5 = Vs x b /2 = 2.217 kips Vs-max /Vs = 0.17 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 1.372 V = 0.6 x W = 0.716 kips P = (0.6 x Swt x h) x s / 2 = 0.058 kips T = V x h / (b) - P = 0.924 kips ft = TlAen = 123 lb/in2 Ft = Ft x CD x CMt x Cif x CFt x Ci = 792 Win ft/Ft =0.156 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 1 Shear force for maximum compression V = 0.6 x W = 0.716 kips Axial force for maximum compression P = (Swt x h) x s I 2 = 0.096 kips Maximum compressive force in chord C = V x h / (b) + P = 1.078 kips Maximum applied compressive stress fe = C I Ae = 103 lb/in2 Design compressive stress F' = Fc x CD x CMC x Ctc x CFC x Ct x Cp = 503 lb/in2 f / F' = 0.204 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Ti = 0.924 kips Chord 2 T2 = 0.924 kips Wind load deflection Design shear force V8w = fwsery x W = 0.716 kips Deflection limit iw_aIow= h / 600 = 0.16 in Induced unit shear Vsw = Vow / b = 122.72 lb/ft Anchor tension force T8 = max(0 kips,v x h - 0.6 x (D + Swt x h) x s / 2) = 0.924 kips Shear wall deflection - Eqn. 4.3-1 8s. = 2 x V6w x h3 / (3 x E x Ae x b) + vw x h / (Ga) + h x Ttt / (ka x b) = 0.05 in THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 63 Of: 204 Subject By Date Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection —ASCE7 Eqn. 12.8-15 6sww I w—allow = 0.316 PASS - Shear wall deflection is less than deflection limit Vs = Eq = 0.537 kips s_ailow= 0.020 X h = 1.92 in v8 = Vs / b = 92.06 lb/ft TI = max(0 kips,vss x h - (0.6 - 0.2 X SDS) X (D + Swt X h) X S / 2) = 0.694 kips 8swse=2XVsXh3 I(3XEXAeXb)+VIsXh/(Ga)+hXTI/(kaXb)= 0.038 in Cdl = 4 le = 1.25 8sws=Cd5Xswse/le=0.121in sws / Ls_aiiow = 0.063 PASS - Shear wall deflection is less than deflection limit Use LSTHD8 Strap holdown SOC C4— AftwaWentOw Ld5 for DF($*VSPf1W (160) MWL LIfl. MoI*o. 5atigth 41 le n,) Required Mails Nen-Craed Cic1d Code RI. id Rim c41l - SIard fkt) Rim Joisi Inj MIdwlI - Come - 6nthiI - MAW - Corn etEndwali - LSTHDS 1STHO9RJ 1% 32% 8 } led ii*.e, 2,270 3.090 1220 7.250 11950 1.220 6 SIHOIO STHF)1Ul1J 24% 38% 10 081 led 5i*Ir1 2,750 2,750 1.615 2,64 2,60 1,435 51014 $THDI4RJ 26% 39% 14 — (fl) 18d IrIr 36$ — 3,695 — 2.985 3,895 — 3.695 — 2.885 - 125. tH03 ISTHO8RJ : - 37% 8 .-- (16)I9dl*rs 2,615 — 2,125 -- 1.635 2.250 1,050 — 1,610 — FL 9 SIHOID SIHI)10RJ 24% 38% 10 6dsru 3400 ---. 2940 2,205 --- 3.400 2,940 2.179 Sf11014 STHI}14RJ - 26% 1 39I 14 24) 16d sWwrR 3 815 3.815 3,500 3,815 3,815 3.500 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 64 Of: 204 Subject By Date Shear Wall at Line B'(1-2.9) WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.02 Panel details Structural wood panel sheathing on one side Panel height Panel length Total area of wall h=8ft b= 3.5 ft A = h x b = 28 ft2 p N- Q -----3'6" Panel construction Nominal stud size Dressed stud size Cross-sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross-sectional area of end posts Hole diameter Net cross-sectional area of end posts Nominal collector size Dressed collector size Service condition 2" x 4" 1.5" x 3.5" As = 5.25 in s = 16 in 2 x 2" x 4" 2 x 1.5" x 3.5" Ae = 10.5 in2 Dia = I in Aen = 7.5 in 2 x 2" x 4" 2 x 1.5" x 3.5" Dry THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 65 1 Of: 204 Subject By Date Temperature 100 deg or less Vertical anchor stiffness ka = 1.0x108 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2' - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2' & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 Win Modulus of elasticity E = 1400000 Win Minimum modulus of elasticity Emin = 510000 lb/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design vs = 760 lb/ft Nominal unit shear capacity for wind design vw = 1065 lb/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Self weight of panel St = 18 lb/ft2 In plane wind load acting at head of panel W = 825 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 345 lbs Design spectral response accel. par., short periods SDS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lt + 0.75(Lr or S or R) Load combination no.4 D + 0.525E + 0.75LF + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor-cl.4.3.8 Ci 1.00 Buckling stiffness factor - cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin' = Emin X CME X CtE X Ci x CT = 510000 psi Critical buckling design value FCE = 0.822 x Emin' / (h / d)2 = 557 psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 66 1 Of: 204 Subject By Date Reference compression design value Fc* = Fc x Co X CMc X Ctc X CFc X Cj = 1428 psi For sawn lumber c = 0.8 Column stability factor - eqn.3.7-1 Cp = (1 + (FcE / Fc*)) / (2 x c) - I([(1 + (FcE / Fe)) / (2 x c)]2 - (FcE / Fc*) I c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 3.5 ft Shear wall aspect ratio h / b = 2.286 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 1 Vw_max = 0.6 x W = 0.495 kips Vw = VwX b x(1.25 - 0.125 X h / b5)/2 = 1.797 kips Vw_max/Vw=O.275 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 X Eq = 0.242 kips Vs = Vs X b x (1.25- 0.125 x h / b) /2 = 1.282 kips Vs-max /Vs = 0.188 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 2.286 V = 0.6 x W = 0.495 kips P = (0.6 x Swt x h) x s/ 2 = 0.058 kips I = V x h /(b)- P = 1.074 kips ftTIAen = 143 lb/in2 Ft Ft x CD x CMt x Ctt x Crt x Ci = 792 lb/in2 ft/ Ft '= 0.181 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.6 x W = 0.495 kips Axial force for maximum compression P = (Swt x h) x s I 2 =0.096 kips Maximum compressive force in chord C = V x h 1(b) + P = 1.227 kips Maximum applied compressive stress fc = C lAe = 117 lb/in2 Design compressive stress F' = Fc x Co X CMc X Ct X CFc x Ci x CP = 503 lb/in2 f / F' = 0.233 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Ti = 1.074 kips Chord 2 12 = 1.074 kips Wind load deflection Design shear force V8w = fwsery X W = 0.495 kips Deflection limit tw_aIIow h I 600 = 0.16 in Induced unit shear Vow = Vo/ b = 141.43 lb/ft Anchor tension force To = max(0 kips,vo x h - 0.6 x (D + Swt x h) x s / 2) = 1.074 kips THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 67 Of: 204 Subject By Date Shear wall deflection - Eqn. 4.3-1 Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection - ASCE7 Eqn. 12.8-15 Use LSTHD8 Strap holdown 6sww=2XvwXh3 /(3XEXAexb)+Vwxh/(Ga)+hxT/(kaxb)= 0.063 in Ssww / w_aIIow = 0.392 PASS - Shear wall deflection is less than deflection limit Vs = Eq = 0.345 kips As-allow= 0.020 x h = 1.92 in vs = Vs I b = 98.57 lb/ft T = max(0 kips,v x h - (0.6 - 0.2 x SDs) x (D + St X h) X 5 / 2) = 0.746 kips 8swse2XVsXh3 I(3XEXAeXb)+VsXh/(Ga)+hXT/(kaXb) 0.044 in Cd6 = 4 le = 1.25 ösws = Crib X Sswse / le = 0.14 in sws / s_aIIow = 0.073 PASS - Shear wall deflection is less than deflection limit SOC C-F — Iewibl 1ceon Loads for Of/SP HF (16O Wd PO, ITpL1I(L — a . re-Crejd Code not Sdel RIM J441 Wandad MAW 00 aha Mtftalt Cara Eh*aI Mdwii Corwer EnN,iIi I.S1HDS LSfl{ORJ 1l lGd il*ws 2,270 2.090 1.229 2,250 1,950 1,220 9 5I0 S114010RJ 244 t d Ilrk(s 21I0 2.750 1,015 2.1340 21 40 0,435 srni4 STi1D14RJ 2 14 leir 3393 3.095 2.035 1,605 3.695 2.035 L5'11.$a S1ICO LSTHOsAi THfflaIi 13 3 24 30I 0 ID OR 16J SAM 2.615 3.400 zi 2.940 2.225 2.4(12 tEaa— ioio 2.175 FL SrHO14 STHi314iU 23 34 14 24 IGd1I0c4r 3.019 3.614 3,900 3.913 3.500 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 68 1 Of: 204 Subject By Date Shear Wall at Line B'(4-4.6) - Seismic load E 97 lbs/2 = 48.500 lbs - Wind load W 233 lbs/2 = 116.500 lbs Use Strong-Wall Wood WSWB12X8 S1ron-Wa1I z5W psi concnft 3.000 psi Concrete *owbte ... d Vertical AJIcw4e ASO Shaer LoadV .) Odital A4OW*be Sheat. a ir.)" Anchor Shuv,T 6W Allowable ASO Shut ON 1.640 ShC4t..8 Mal '.r i$owabIa Tftdwal ASD Aoftr Allowable Sl*T t*)' Allowable Shear to Ottll at A0cwabli S11e An Ow Tension SAllowablo T poop Allowable ASD Shiv Lo*V gb.) DO at 4410w8bte Shear, 45 (bi.) Anlio Tonslon at Allowable Shear, 1.000 11065 031 10,205 1,300 043 13,375 1,065 0131 10,285 1 1,380 0.43 13,375 WSW IZ7 4,000 1,066 031 10,205 1.380 043 13,375 1,065 1131 10785 1,300 043 13,31S 7.500 1.065 0.31 10.285 1,380 0.43 13,370 1,085 031 10,285 1,380 0.43 13,375 1.000 2,475 0.31 13.865 2.980 040 16.675 2.475 0.31 13,865 3,225 0.43 18,040 WSW187 4,000 2,475 031 13,866 2.710 036 15.160 2.475 1)31 13,865 3,225 0.43 18,040 71500 - 11000 2,475 5515 031 0.29 13886 22,710 2.395 5,515 032 03213,395 22,710 2.475 5.515 031 029 13,865 22,710 2,910 5,515 0.39 0.32 16.280 22,710 SW24t7' 4.000 5,515 0.29 22.710 5.400 1)31 22240 5.515 0.20 22,710 5,515 0.32 22,710 7.500 5.615 0.29 22.710 4,950 029 20.390 5,515 1129 22,710 5,515 0.32 22,710 I 1,000 960 0.39 11.125 1.245 053 14,420 960 1339 11,125 1,245 0.53 14,420 WSW128 4,000 960 0139 11.125 1,245 1353 14,420 960 1139 11,175 1,245 0.53 14,420 7,500 960 0.39 11.125 1.155 0.49 13.370 960 1139 11,125 1,245 0.53 14,420 1400 2,430 0.39 16.245 2.490 0.42 16.615 2,430 0.39 16,245 2925 0.50 19,560 WSW1848 4,000 2,430 0.39 16.245 2.265 038 15.160 2.430 0.39 16,245 2495 046 18,045 7,500 1 2,430 0.39 16.245 2,060 034 13.395 2.430 039 18,245 2,435 0.41 16.280 1,000 4,945 0.37 24.355 4.840 040 23830 4$45 027 24,385 1 - 5,515 0.45 77,150 WSW248 4,000 4,945 0.31 24,355 4,515 027 22,240 1.945 0.37 243.55 5,360 0.44 26,395 7.500 4,945 0.37 24.355 4,140 0.34 20.390 4.945 1137 24,355 1 4,985 1 0.41 24,540 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 69 Of: 204 Subject By Date Shear Wall at Line A - Seismic load E 710 lbs/2 = 355.000 lbs - Wind load W 1701 lbs/2 = 850.500 lbs Use Strong-Wall Wood SW18X8 SiE Wbl f3J Anrb1e I Thfftat Alowable Urlftat rio ASUShew A1owtbe ASD Shear I Allowable Lod V Sftx Load V Shear i I SW18xS BOG i 0.33 1455 053 SW24. tS3O 0.37 2010 - 053 SW32x8 4 2550 j 0.33 3500 052 H SW48a 3390 021 8595 050 1 0.31 - 1375 k 000 SW249 Isw 039 2010 059 a 3 3100 056 4965 053 SW24x10 I525 0_42 1950 0.63 50732x10 2055 033 2785 0,55 SW48x10 3015 0M 4450 0.50 S4xi 0_s1 1585 00 SW3 ix- 12.6 2310 0,65 1Th5'i3 SW4&1 2fl1}Ilk 3690 T h2 (I) &L U) l CL c) CO O) 0) co C.) F -' 1.92"— THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 70 1 Of: 204 Subject By Date Shear Wall at Line B (1) Seismic Load E 2289 lbs x 0.5 = 1144.500 lbs Wind Load W 5483 lbs x 0.5 = 2741 .500 lbs Wood shear wall design (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.03 Panel details Structural wood panel sheathing on one side Panel height h = 8 ft Panel length b = 3.16 ft Total area of wall A = h x b = 25.28 ft2 D + Lr I I I I yvyvyvy Panel construction Nominal stud size 2" x 4' Dressed stud size 1.5" x 3.5' Cross-sectional area of studs As = 5.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2' x 4" Dressed end post size 2 x 1.5" x 3.5" Cross-sectional area of end posts Ae = 10.5 in2 Hole diameter Dia = I in Net cross-sectional area of end posts Aen = 7.5 in2 Nominal collector size 2 x 2" x 4" THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 71 Of: 204 Subject By Date Dressed collector size 2 x 1.5" x 3.5" Service condition Dry Temperature 100 deg IF or less Vertical anchor stiffness ka = 3.0x108 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 lb/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 lb/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 2"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design vs = 1280 lb/ft Nominal unit shear capacity for wind design vw = 1790 lb/ft Apparent shear wall shear stiffness Ga = 42 kips/in Loading details Dead load acting on top of panel D = 283.5 lb/ft Roof live load acting on top of panel L1 = 405 lb/ft Self weight of panel St = 18 lb/ft2 In plane wind load acting at head of panel W = 2741.5 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 1144.5 lbs Design spectral response accel. par., short periods SDS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(L1 or S or R) Load combination no.4 D + 0.525E + 0.75Lt + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CFt = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Cu = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 72 Of: 204 Subject By Date Incising factor— cl.4.3.8 Buckling stiffness factor - cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber Column stability factor - eqn.3.7-1 Ci 1.00 CT = 1.00 Emin' = Emin X CME X CtE X Ci X CT = 510000 psi FE = 0.822 X Emin' / (h / d)2 = 557 psi Fc* = Fc x CD X CMC X Ctc X CFc X Ci = 1428 psi c = 0.8 CP = (1 + (FcE / Fe)) 1(2 xc) - I([(1 + (FcE / Fc*)) I (2 x c)]2 - (FcE / Fc*) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 3.16 ft Shear wall aspect ratio h / b = 2.532 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 1 Vw-max = 0.6 x W = 1.645 kips Vw = vw x b x (1.25- 0.125 x h / b5)/ 2 = 2.64 kips Vw-max / Vw = 0.623 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 x Eq = 0.801 kips Vs = vs b X (1.25 -0.125 xh/bs)/2 = 1.888 kips Vs-max / V5 = 0.424 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 2.532 V = 0.6 x W = 1.645 kips P = (0.6 x (D + Swt x h)) x s / 2 = 0.171 kips T=Vxh/(b)-P=3.993kips ft = T / Aen = 532 lb/in2 Ft '= Ft x CD x CMt x Cu x CFt x Ci = 792 Win ft I Ft = 0.672 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.6 x W = 1.645 kips Axial force for maximum compression P = ((D + Swt x h)) x s /2 = 0.285 kips Maximum compressive force in chord C = V x h 1(b) + P = 4.449 kips Maximum applied compressive stress fc = C / Ae = 424 lb/in2 Design compressive stress F' = Fc x CD x CMC x Ctc x CFC x Ci x CP = 503 lb/in2 f I F' = 0.843 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Chord 2 Wind load deflection Design shear force Deflection limit Ti = 3.993 kips T2 = 3.993 kips Vw = fwsery x W = 1.645 kips L\wa110w h I 600 = 0.16 in THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 73 Of: 204 Subject By Date Induced unit shear V6w = V6w / b = 520.54 lb/ft Anchor tension force T6 = max(0 kips,v6 x h - 0.6 x (D + St x h) x s / 2) = 3.993 kips Shear wall deflection - Eqn. 4.3-1 ösww = 2 X Vow X h° /(3 X E X Ae X b) + VO.w X h/ (Ga) + h X T/ (ka X b) = 0.145 in sww i zw_aIIow = 0.907 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Vo = Eq = 1.145 kips Deflection limit As-allow= 0.020 X h = 1.92 in Induced unit shear vos = Vs / b = 362.18 lb/ft Anchor tension force To = max(0 kips,vo5 X h - (0.6 - 0.2 X SDS) X (D + St X h) X 5 / 2) = 2.770 kips Shear wall elastic deflection - Eqn. 4.3-1 8swse = 2 X V05 X h3 / (3 X E X As X b) + V85 X h / (Ga) + h x To / (ka x b) = 0.101 in Deflection ampification factor Cdo = 4 Seismic importance factor le = 1.25 Amp. seis. deflection - ASCE7 Eqn. 12.8-15 &wS = Cdo x 5swse /ie = 0.323 in 6sws / As_aiiow = 0.168 PASS - Shear wall deflection is less than deflection limit Use STHD14 Strap holdown Wind and SOC A&e lIswabIe ThioIon Leads br UiSP/SPFIKF (160) Mm. stamwall Modal No sr Lenth (L} 1 41i,) - Nails Required No-Crac1wd Grakad i Code Rot. - S1arwarb Rim Joist StRmard (In.) RifnJOW (In) Midwall comer Endw6lI Mi1waIl Corner EitwaII 1211106 L5TH081RIJ 9% .3 a (20) 16d sirksui 3,115 2,700 1.690 2,675 2320 1,45$ 6 STuDiO STFi0i0RJ 24% 38 10 1 (24116d sinkers 3,820 3,820 2,050 3,140 3,140 1,705 SThD14 ST11014iJ 26 I$% 14 (30) 16d slners 5,150 5,150 3,200 5,150 5,150 3.200 25. LMI408 LSi'HUBIIJ 1841, 32% 8 O) 16d sliters 3:115 2,700 2,230 2,675 2.320 1.515 FL 8 STHD10 STI4O1ORi 24% 381A 10 P283 Wd ShAors 4,755 1,120 3,144 8,105 3,500 2,585 -. 5Ti114 21110148J 36 14 Q6d4ns 5,$45 5,345 4,210 5,345 5,345 4.210 U) U) .2- -14 I.() LO THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 74 I0f 204 Subject By Date Shear Wall at Line B (2.9) Seismic Load E 2289 lbs x 0.5 = 1144.500 lbs Wind Load W 5483 lbs x 0.5 = 2741 .500 lbs Wood shear wall design (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.03 Panel details Structural wood panel sheathing on one side Panel height Panel length Total area of wall h=8ft b=3ft A = h x b = 24 ft2 D + Lr I I I I VYVYVYT Panel construction Nominal stud size Dressed stud size Cross-sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross-sectional area of end posts Hole diameter Net cross-sectional area of end posts Nominal collector size 2" x 4" 1.5 x 3.5" As = 5.25 in s = 16 in 2 x 2 x 4" 2 x 1.5" x 3.5" A5 = 10.5 in2 Dia = I in Aen = 7.5 in 2x2x4 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 75 Of: 204 Subject By Date Dressed collector size 2 x 1.5" x 3.5' Service condition Dry Temperature 100 degF or less Vertical anchor stiffness ka = 3.0x108 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 lb/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 Win Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 2"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design Vs = 1280 lb/ft Nominal unit shear capacity for wind design Vw = 1790 lb/ft Apparent shear wall shear stiffness Ga = 42 kips/in Loading details Dead load acting on top of panel D = 283.5 lb/ft Roof live load acting on top of panel Lr = 405 lb/ft Self weight of panel St = 18 lb/ft2 In plane wind load acting at head of panel W = 2741.5 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 1144.5 lbs Design spectral response accel. par. short periods SOS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 Load combination no.2 Load combination no.3 Load combination no.4 Load combination no.5 Load combination no.6 Adjustment factors Load duration factor - Table 2.3.2 Size factor for tension - Table 4A D + 0.6W D + 0.7E D + 0.45W + 0.75Lt + 0.75(Lr or S or R) D + 0.525E + 0.75Lf + 0.75S 0.6D + 0.6W 0.6D + 0.7E Co = 1.60 CR = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Ctt = 1.00 Temperature factor for compression - Table 2.3.3 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 76 Of: 204 Subject By Date Incising factor - cl.4.3.8 Buckling stiffness factor - cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber Column stability factor - eqn.3.7-1 Ci 1.00 Cr = 1.00 Emin' = Emin X CME X CtE X C1 X Cr = 510000 psi FE = 0.822 X Emin '/ (h / d)2 = 557 psi Fc* = Fc X CD CMc x Ctc x CEc x Ci = 1428 psi c = 0.8 Cp = (1 + (FcE / Fe)) / (2 Xc) - 1([(1 + (FcE / Fc*)) / (2 X c)]2 - (FcE / F) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 3 ft Shear wall aspect ratio h / b = 2.667 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Vw_max = 0.6 x = 1.645 kips V= vwX b X(1.25 - 0.125 X h/b5)/2 = 2.461 kips Vw_max / Vw = 0.668 PASS - Shear capacity for wind load exceeds maximum shear force Vs-max = 0.7 X Eq = 0.801 kips Vs =v5 x b (1.25 -0.125 X h /b5)I2 = 1.76 kips Vs-max / Vs = 0.455 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 2.667 V = 0.6 X W = 1.645 kips P=(0.6X(D+SwtXh))Xs/20.171 kips T = V X h 1(b) - P =4.215 kips ft = T/ Aen = 562 lb/in2 F,'= Ft X CD X CMt X Cu X CFt x Ci = 792 lb/in2 ft / Ft = 0.710 PASS - Design tensile stress exceeds maximum applied tensile stress Load combination 1 Shear force for maximum compression V = 0.6 x W = 1.645 kips Axial force for maximum compression P = ((D + Swt X h)) X S / 2 = 0.285 kips Maximum compressive force in chord C = V X h / (b) + P = 4.671 kips Maximum applied compressive stress fc = C / Ae = 445 lb/in2 Design compressive stress F' = Fc X CD X CMC X Ctc X CFC X Ci X CP = 503 lb/in2 f/ F' = 0.885 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Chord 2 Wind load deflection Design shear force Deflection limit Ti = 4.215 kips T2 = 4.215 kips Vow = fwsery X W = 1.645 kips w_aIIow h I 600 = 0.16 in THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 77 Of: 204 Subject By Date Induced unit shear Anchor tension force Shear wall deflection - Eqn. 4.3-1 Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection —ASCE7 Eqn. 12.8-15 v=Va/b = 548.3 lb/ft T8 = max(0 kips,v6 x h -0.6 x (D + Swt x h) x s / 2) = 4.215 kips 8sww2XVwXh3 /(3XEXAeXb)+V5wXh/(Ga)+hXT6/(kaXb)= 0.155 in sww / Aw_aow = 0.971 PASS - Shear wall deflection is less than deflection limit Vs = Eq = 1.145 kips As-allow= 0.020 x h = 1.92 in vV/b381.5lb/ft T = max(0 kips,v x h - (0.6 - 0.2 x SDs) x (D + Swt x h) x s / 2) = 2.925 kips 8swse2XVsXh3 /(3XEXAeXb)+VsXh/(Ga)+hXT/(kaXb) 0.108 in Cd6 = 4 le = 1.25 &wS = Cds X 6swse / le = 0.346 in sws / As-allow = 0.18 PASS - Shear wall deflection is less than deflection limit Use bSTHD14 Strap holdown Wind and SOC A&B —JIowaHaTeiicn L.0ads far OFISP/SPF/HF (160) Mkrk,Model No. - Strap Length L) (tni.) Required Nails (20) 160 nKers Non-Cracked NO c d MidwII Cornier ndwII -. 3315 2,700 1690 Ccke Midwall Comer ndwaII 2675 2320 1.455 Ref. andatd LSThDB LSTRU8RJ Standard )in} 1% RImiost (in.) 3214 6 STI101O STHDIORJ . 24 39¼ 10 (24) t60slner 3 2 2,050 3340 3,140 1,705 STHUI4 5Th14Ri . 26¼ 35% 14 (316lkL'r 5,150 5,150 3,200 5,150 5,150 32OO 125, I5T11DB LS1F3RJ 18% 32¼ B 160 nker. 3315 2,700 2,230 2,675 ,320 1,915 FL 8 STHO1O STHI)1ORJ 24% 38¼ 10 (28) 160 ninker 4,755 4,170 .3,145 4395 3,500 21565 STHO14 SThD14RJ 26¼ 39% 14 (30)16nkers 5,345 5,345 4,210 5,345 5,345 4,210 - THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 78 Of: 204 Subject By Date Shear Wall at Line F WOOD SHEAR WALL DESIGN (NDS) In accordance with NDS20I5 allowable stress design and the segmented shear wall method Tedds calculation version 1.2.02 Panel details Structural wood panel sheathing on one side Panel height h = 8 ft Panel length b = 17.25 ft Total area ofwall A=hxb=138ft2 D ii AX 'U) U) c'J C) C) Panel construction Nominal stud size 2" x 4" Dressed stud size 1.5" x 3.5' Cross-sectional area of studs As = 5.25 in2 Stud spacing s = 16 in Nominal end post size 2 x 2" x 4" Dressed end post size 2 x 1.5" x 3.5" Cross-sectional area of end posts Ae = 10.5 in2 Hole diameter Dia = I in Net cross-sectional area of end posts Aen = 7.5 in2 Nominal collector size 2 x 2" x 4" Dressed collector size 2 x 1.5" x 3.5" Service condition Dry Temperature 100 deg or less "1: 1:8,11 161:1111111:1*1131:1 ZN0 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 79 Of: 204 Subject By Date Vertical anchor stiffness ka = 1000000 lb/in From NDS Supplement Table 4A - Reference design values for visually graded dimension lumber (2" - 4" thick) Species, grade and size classification Douglas Fir-Larch, stud grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Ft = 450 lb/in2 Compression parallel to grain Fc = 850 lb/in2 Modulus of elasticity E = 1400000 lb/in2 Minimum modulus of elasticity Emin = 510000 lb/in2 Sheathing details Sheathing material 7/16" wood panel oriented strandboard sheathing Fastener type 8d common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls - Wood-based Panels Nominal unit shear capacity for seismic design vs = 760 lb/ft Nominal unit shear capacity for wind design vw = 1065 lb/ft Apparent shear wall shear stiffness Ga = 22 kips/in Loading details Dead load acting on top of panel D = 168 lb/ft Roof live load acting on top of panel U = 266.6 lb/ft Self weight of panel Swt= 18 lb/ft2 In plane wind load acting at head of panel W = 9188 lbs Wind load serviceability factor fwsery = 0.60 In plane seismic load acting at head of panel Eq = 3836 lbs Design spectral response accel. par., short periods SDS = 0.767 From IBC 2015 cl.1605.3.1 Basic load combinations Load combination no.1 D + 0.6W Load combination no.2 D + 0.7E Load combination no.3 D + 0.45W + 0.75Lf + 0.75(L1 or S or R) Load combination no.4 D + 0.525E + 0.75Lt + 0.75S Load combination no.5 0.6D + 0.6W Load combination no.6 0.6D + 0.7E Adjustment factors Load duration factor - Table 2.3.2 CD = 1.60 Size factor for tension - Table 4A CR = 1.10 Size factor for compression - Table 4A CFC = 1.05 Wet service factor for tension - Table 4A CMt = 1.00 Wet service factor for compression - Table 4A CMC = 1.00 Wet service factor for modulus of elasticity - Table 4A CME = 1.00 Temperature factor for tension - Table 2.3.3 Cu = 1.00 Temperature factor for compression - Table 2.3.3 Ctc = 1.00 Temperature factor for modulus of elasticity - Table 2.3.3 CtE = 1.00 Incising factor- cl.4.3.8 Ci 1.00 Buckling stiffness factor- cl.4.4.2 CT = 1.00 Adjusted modulus of elasticity Emin' = Emin X CME X CtE X C1 X CT = 510000 psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 80 1 Of: 204 Subject By Date Critical buckling design value FcE = 0.822 X Emin' I (h I d)2 = 557 psi Reference compression design value Fc* = Fc x CD X CMc)< Ctc X CFc X Ci = 1428 psi For sawn lumber c = 0.8 Column stability factor - eqn.3.7-1 CP = (1 + (FcE I Fc*)) /(2 x c) - I([(1 + (FcE / Fc*)) / (2 x c)]2 - (FcE / Fc*) / c) = 0.35 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 17.25 ft Shear wall aspect ratio h I b = 0.464 Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords I and 2 Shear wall aspect ratio Load combination 5 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 1 Vw_max = 0.6 x W = 5.513 kips Vvxb/2 = 9.186 kips Vw_max / Vw = 0.6 PASS - Shear capacity for wind load exceeds maximum shear force V.-max = 0.7 X Eq = 2.685 kips Vs = vs X b / 2 = 6.555 kips Vs_max / V5 = 0.41 PASS - Shear capacity for seismic load exceeds maximum shear force h / b = 0.464 V = 0.6 xW = 5.513 kips P = (0.6 x (D + Swt x h)) x s/2 = 0.125 kips TVxh/(b)-P2.432kips ft = T/ Aen = 324 lb/in2 Ft '= Ft x CD x CMt x Ctt x CFt x Ci = 792 lb/in2 ft / Ft = 0.409 PASS - Design tensile stress exceeds maximum applied tensile stress Shear force for maximum compression V = 0.6 x W = 5.513 kips Axial force for maximum compression P= ((D + Swt x h)) x s / 2 =0.208 kips Maximum compressive force in chord C = V x h / (b) + P = 2.765 kips Maximum applied compressive stress fc = C / Ae = 263 Win Design compressive stress F = Fc x CD x CMC x Ctc x CFC x Ci x CP = 503 Win f/ Fc' =0.524 PASS - Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Ti = 2.432 kips Chord 2 T2 = 2.432 kips Wind load deflection Design shear force V8w = fwsery x W = 5.513 kips Deflection limit Aw_aiiow h I 600 = 0.16 in Induced unit shear t v6w = V8w I b = 319.58 lb/ft Anchor tension force T5 = max(0 kips,v x h - 0.6 x (D + Swt x h) x s / 2) = 2.432 kips THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 81 Of: 204 Subject By Date Shear wall deflection - Eqn. 4.3-1 Ssww = 2 X Vw x h3 / (3 x E x Ae X b) + V6w X h / (Ga) + h X T I (ka X b) = 0.123 in Ssww / L\w allow = 0.766 PASS - Shear wall deflection is less than deflection limit Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection - Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection —ASCE7 Eqn. 12.8-15 Use STHD14 Strap holdown Ws = Eq = 3.836 kips As_aiiow= 0.020 X h = 1.92 in v=Vo5/b=222.38Ib/ft T = max(0 kips,v6 x h - (0.6 - 0.2 x SDS) x (D + St X h) X 5 / 2) = 1.686 kips 8swse2XV6sXh3 /(3XEXAeXb)+VsXh/(Ga)+hXT/(kaXb) 0.085 in Cd8 = 4 le = 1.25 &ws = CdS X öswse lie = 0.273 in sws / As—allow = 0.142 PASS - Shear wall deflection is less than deflection limit slamwall Mollol No, Strip Length (U i (in) 8 Reqlred NI4s 16d sinkers NoqCrced Code Ret, S1aMord 1511108 Rim JcsI LST1ID8RJ Stfl (in.) 18% Rim Jaisi (in.) 324 MidwaD 2,270 Corner 2.090 Efldali 1,220 MIItWaJ1 2,250 Cgrnei 1,950 Emthvall 1,220 S SThD1O STFiD1011J 245A 36% 10 (1 16d sinkers 2,750 2,750 1,615 2$40 2,540 1,435 S341014 Sflf0141J 26A 3.91 14 2) SOd sli'iers 3,695 3,695 2,586 3.895 3,685 2.585 25, tSTF508 L1BRJ 18% 32 S (1 51 180 ikerS 2,615 j2 1835 2rt 2,250 1,5O 1,810 5151010 51FP10RJ 24% 38 10 (20)16dsir*ern 3.400 21940 2,295 3,400 2.940 2,175 .5111014 STF(014R1 26% 394 14 4) 16d sinkers 3,815 3,815 1 3,500 1 3,815 3,815 3500 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 82 Of: 204 Subject By Date Shear Wall at Line F.6 - Seismic load E 823 lbs/2 = 411.500 lbs - Wind load W 1972 lbs/2 = 986.000 lbs Use Strong-Wail Wood SW18X8 J S€smIc Wind Drift at AJlowable Drift at No. ASU Shér AI1owbe ASD Shear ASowable LoadV Shear LoedV Shear Ciba,) (in.) (ibs) (In,) Slandard ___________ Stron-Wall Shou'waiI Fswi4 1100 0.33 1455 0.53 5W744 1530 0.37 2010 0.53 5W324 2550 033 3.500 0.62 3390 0%/ 505 0.80 SW1B - 1040 0,37 - 1375 0.00 £W24&9 1530 0.39 2010 4 0.59 - SW32X9 - - 2065 0.31 - - 3100 0.56 RAM 01 0.28 - 4958 0.83 SW24x10 1525 0.42 1950 0.63 SW32x10 2055 0.33 2785 0.55 SW48x10 3015 - 0,30 4450 0.50 SW24l6 1195 0.51 0.43 1585 2310 0.80 L 0.65 p—SM2x1M 1755 5w4ax12x6 2770 0.36 390 F 0.63 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 83 Of: 204 Subject By Date RETAINING WALL CALCULATION THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 84 1 Of: 204 Subject By Date 4'-8" High Wall With No Seismic Load: Project Name/Number retaining wai Title The Noel Residence Dsgnr: Hung Nguyen, S.E. Description. TYPE 14-8' With No Seismic Loads eli group01 dosigniol jenh group projects2 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACi 530-13 License To: SMR CONSULTING GROUP crutena Retained Height 4.33 ft Wall height above soil 0.33 ft Slope Behind Wall = 0.00 0 Height of Soil over Toe = 12.00 in Water height over heel 0.0 ft Load Factors Building Coda CBC 2016.ACI Dead Load 1.200 Use Load 1.600 Eaflh.H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psi Soil Density, Heel 110.00 pd Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psI/ft FootingliSoii Friction 0.300 Soil height to Ignore = for passive pressure 12.00 in Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel = 100.0 psi Surcharge Over Toe 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0 I//ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 it Load Typo = Wind {W) (?Service Level) Wind on Exposed Stem Wind on Exposed Stem 0,0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 1,000.0 lbs Footing Type Line Load Footing Width 1.00 it Base Above/Below Soil Eccentricity 0.00 In at Back of Wall 1.0 ft Wall to Fig CL Dist = 5.00 ft Poissons Ratio 0.300 Page: 1 Date: 13 FEB 2020 This Wail in THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 85 1 Of: 204 Subject By Date Project NameNumher: retaining wal Title The Noel Residence Page: 2 Osgni. Hung Nguyen, S.E. Date; E3 FEB 2020 Description,,. TYPE t-418 With No Seismic Loads This Wall in Pile: z:jenh grouptonedrive -jerth groupenh groupO1 design01 jonti group projevtsl2 Retalryo (c) 1537-2019, 5uSd 11,15,11.I License: Kw-oeosoais Cantilevered Retaining Wall Code; CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load F /W , Weight Multiplier = 0.330 g Added seismic base force 84.0 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 86 Of: 204 Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page: 3 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE I44" With No Seismic Loads This Wall in File: z:ljanl, group\onedriva - jenh groupenh group\01 design01 janh group projecls\2 RetainPro (C) 1987-2019. Build 11.1911.12 License: KW-06056973 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios lBC'09 & CBc'lO, 1607.2.1 applied Overturning = 1.53 OK Sliding 1.51 01< Soil Bearing Total Bearing Load 2,036 lbs ...resultant ecc 9.58 In Soil Pressure @ Toe 1,566 pet OK Soil Pressure @ Heal 0 pet OK Allowable 3,500 psi Soil Pressure Less Than Allowable ACt Factored @ Toe 2,479 pet AC Factored @ Heel 0 pat Footing Shear @ Toe 9.2 psi OK Footing Shear Q Heel 7.8 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Soil Over Heel (above water table, if any) 873.2 lbs Heel Active Pressure (above water table, if any) 544.9 lbs Soil Over Heel (below water table, if any) 0.0 I-tact Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 'Heel Active Pressure 5449 Sloped Soil Over Heel 0.0 Surcharge over Heel 1775 Surcharge Over Heel 0.0 Adjacent Footing 271.2 Adjacent Footing Load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stern • Omit Added Lateral Load 0.0 Soil Over Toe 91.3 Seismic Load 0.0 Surcharge Over Toe 0.0 SelsrnicSelfweight 84.0 Stem Weight(s) 363.5 Lateral on Key 174.9 Earth @ Stem Transitions 0.0 Totals 1.252.5 lbs Footing Weight 624.4 Key Weight 83.3 'Includes water table effect Vert. component et 0.0 Total Vertical Loads 2035.7 lbs 'Axial live load NOT included in total displayed or used for overturning or sliding resistance, but is Included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 1,252.5 lbs less 100% Passive Force 1,276.0 lbs less 100% Friction Force - 610,7 lbs Added Force Req'd 0.0 lbs OP for 1.5 Stability 0.0 lbs OP Vertical component of active lateral sot pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 87 Of: 204 Subject By Date Project NamelNurnber: retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 14-8" With No Seismic Loads This Wall In Fife: z:\jenh grouptonedrise . jenh groupljenh grouptOl design\01 jenh group projects12 RoleinPro (c 19$7-2l19, BuIld 11.19.11.12 Uccnsc: 7_.,, Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 Resisting Moments Resisting Moments EQ= Distance Moment Soil Over Heel (above water table, if any) 873.2 lbs 2.41 ft 2,107.4f1-# Soil Over Heel (below water table. If any) 0.0 Water Table 0.0 Soil Over Heel 873.2 2.41 2,107.4 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 91.3 0.42 37.9 Surcharge Over Toe 0.0 Stem Weight(s) 363.5 1.16 422.8 Earth @ Stem Transitions 0.0 Footing Weight 624.4 1.67 1,039.6 Key Weight 83.3 1.16 96.9 Vert. Component 0.0 Total Vertical Loads 2,035.7 lbs Resisting Moment 3.7046 ft-# Eccentricity 12.4 in Axial live toad NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table if any) 544.9 lbs 1.86 ft 1,013.5 ft-# Heel Active Pressure (below water table, If arty) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 177.5 2.79 495.4 Adjacent Footing 271.2 2.24 607.5 Surcharge Over Toe 0.0 Load @ Stern Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 84.0 3.58 300.6 Totals 1,077.6 lbs Overturning Moment 2,417.0 ft-# THE NOEL RESIDENCE 2019-021 Project CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 88 Of: 204 Subject By Date Project NametNumber: retaining wal Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Desciiption. TYPE -44" With No Seismic Loads This Wall in File: zlenh group\onedrive - jenh groupSenh group\O1 designlol Jenh group projets\2 RetainPro (C) 1957-2019, Build 11.19.11.12 License: KW.06050873 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACi $30-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Stem OK Design Height Above Fig ft 0.00 Wall Material Above '111" Masonry Design Method LRFD Thickness 8,00 Reber Size 4 4 Reber Spacing 16.00 Reber Placed at Edge Design Data fbIFB + fa/Fa 0.597 Total Force @ Section Service Level lbs Strength Level lbs 1,183.2 Moment.—Actual Service Level 11-4 Strength Leve ft-# 2,014.3 Moment ...Allowable = 3,368.0 Shear ..... Actual Service Level psi Strength Lave psi 12.9 Shear ..... Allowable psi 80.5 Anal in2 = 91.50 Reber Depth 'd in = 5.25 Masonry Data I'm psi = 2,000 Fy psi = 60,000 Solid Grouting Yes ModularRatio'n' 16.11 Walt Weight psi = 78.0 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data rc psi Fy pSi" THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 89 Of: 204 Subject By Date Project NanieiNumber: retaining wal TRIo The Noel Residence Page: 6 Dsgnr Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE t-4'4" With No Seismic Loads This Wail in File: z:\jenh grouptonedrive - jenh group\jenh group0l desigi\01 jenh group projects\2 RetamPro (C) 1587-2019, Build 11,19.11.12 Cantilevered Retaining Wall Code: CSC 2016,ACi 318-14,ACI 530-13 footing Data Toe Width 0.83 ft t'c 3000 psi Heel Width 2.50 Fy 60,000 psi Total Footing Width = 3.33 ft Footing Concrete Density 150.00 pcf Footing Thickness 15.00 in Mm. As % 0.0018 Key Width = 8.00 in Rebar Cover @ Top 2.00 in Key Depth 10.00 in @ Bottom = 3.00 in Key Distance from Toe 0.83 ft Footing Design Results Toe H1111 Factored Pressure 2.479 0 psf Mu': Upward 9.155 214 ft-# Mu': Downward = 2.995 1.900 8-11 Mu: Design 84 -273 8-11 Actual 1-Way Shear = 9.15 7.82 psi Allow 1-Way Sheer = 82.16 82.16 psi Toe Reinforcing m 11 5 @ 10.00 in Heel Reinforcing = # 5 @ 10.00 in Key Reinforcing #4 @ 12.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, 95@ 11.47 in #6@ 16,29 in. #7@ 22.21 in. #8@ 29.25 in, #9@ 37 Heel: #4@ 7.40 in, #.5@ 11.47 in, 06© 16.29 in, #7@ 22.21 in. #8@ 29.25 in, #9@ 37 Key: #4@ 13.88 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 i Min footing T&S reinf Area 1.08 1n2 Min footing T&S reinf Area per fc 0.32 in2 lft If one layer of horizontal bars: It two layers of horizontal bars: 44@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Fooling Torsion, Tu = 0.00 ft-lbs Fooling Allow. Torsion, phi Tu = 0.00 -Ibs If torsion exceeds allowable, provide supplemental design for looting torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deli @ Top of Wall (approsirnate only) 0.061 in The above calculation is not valid '11 the heel soil beafta pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil, THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 90 Of: 204 Subject By Date 6'-0" High Wall With No Seismic Load: Project NamelNumber : retaining wal Title The Noel Residence Page: 1 Dsgnr Hung Nguyen. S.E. Date: 13 FEB 2020 Description,,,, TYPE 1-6-0' With No Seismic Loads This Wall in File: z:\jenh group\onedrive -jenh groupljenh groeptUl design\01 jenh group projects2 Retainpro (c) 1987.2015, BuIld 11.19.11,12 UcSCKW.O6O5W5 Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP — Criteria Retained Height 5.67 ft Wall height above soil 0.33 It Slope Behind Wall 0.00 Height of Soil over Toe 12.00 in Water height over heel 0.0 it Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psI Soil Density, Heel 110.00 pcf Equivalent Fluid Pressure Method Soil Density. Toe 110.00 pcf Active Heel Pressure 35.0 psflft Footingilsoil Friction 0.300 Soil height to ignore for passive pressure 12.00 In Passive Pressure 300.0 psflft Surcharge Loads Surcharge Over Heel 100.0 psI Surcharge Over Toe 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 In Axial Live Load = 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 #/ft Height to Top 0.00 it ..Hetgiit to Bottom 0.00 it Load Type Wind (W) (service Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Footing Width 1.00 it Base AbovelBelow Soil Eccentricity 0.00 in at Back of Wall 1.0 it Wall to Ftg CL Dist = 5.00 it Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 91 1 Of: 204 Subject By Date Project Name/Number: retaining we[ Tide The Not[ Residence Page: 2 Dgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE I.6'-0 With No Seismic Loads This Wall in File: z:jenh group\onedrive jerth groupenh group\01 design01 jeall group pr0Jects12 RetalePiG (C) 19e7.2019, SUlid 11.1911.12 License; KW-0855a73 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load F / W Weight Multiplier 0.3309 Added seismic base (Circe = 108.1 Ibe THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 92 Of 204 Subject By Date Project NamclNumber : retaining wal Title The Noel Residence Page: 3 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Descriotion,... TYPE I4'.0" With No Seismic Loads This Wail in File: zjenh group.onedrive - jenh groljpljenh grouprOl design01 jenh group projects12 Cantilevered Retaining Wall Code: CBC 2018,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC-09 & CBC'lO, 1807.2.1 applied Overturning 1.58 OK Sliding 1.53 OK Soil Bearing Total Bearing Load 2,766 lbs ...resultant ex. 10.59 in Soil Pressure @ Toe 1,650 psi OK Soil Pressure il Heel 0 psi OK Allowable 3.500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe 2,589 psi ACl Factored @ Heel 0 psi Fooling Shear @ Toe 15.7 psi OK Footing Shear @ Heel 101 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Egc,a Lateral Forces Force Soil Over Heel (above water table, If any) 1,143,2 lbs Heel Active Pressure (above water table, if any) 837.8 lbs Soil Over Heel (below water table, IF any) 0.0 Heel Active Pressure (below water labia, If any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 837.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 220.2 Surcharge Over Heel 0.0 Adjacent Fooling 332.9 Adjacent Footing Load 72.8 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load Q Stem Above Soil 0.0 Axial Live Load on Stem ' Omit Added Lateral Load 0.0 Soil Over Toe 165.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Selsmic-Self'weight 108.1 Steen Weight(S) 467.9 Lateral on Key 452.2 Earth @ Stem Transitions 0.0 Totals = 1,951.1 lbs Footing Weight 750.0 Key Weight 166.7 "Includes water table effect Veil. Component ** 0.0 Total Vertical Loads 2,765.7 11)5 Axial live load NOT Included In total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force 1,951,1 lbs less 100% Passive Force = - 2,151.0 lbs leSS 100% Friction Force 829.7 lbs Added Force Req'd = 0.0 lbs ON for 1.5 Stability 0.0 lbs 011 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 201 9-02 1 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 93 1 Of: 204 Subject By Date Project NameiNumber: retaining wal Title The Noel Residence Page: 4 Osgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.,.. TYPE 1-6'-0 With No Seismic Loads This Wall in File: z1enh group\onednve - jenh groupjonh grouptOl deslgntol jenti group proects12 Build 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, It any) 1,143.2 lbs 3.08 ft 3,525.Cl-# Soil Over Heel (below water table, it any) 0.0 Water Table 0.0 Soil Over Heel 1,143.2 3.08 3,525.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 72.8 3.67 267.0 Axial Dead Load on Stern 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 165.0 0.75 123.8 Surcharge Over Toe 0.0 Stem Weight(s) 467.9 1.83 857.9 Earth @ Stem Transitions 0.0 FootIng Weight 750.0 2.00 1,500.0 Key Weight 166.7 1.83 305.6 Van. component 0.0 Total Vertical Loads 2,765.7 lbs Resisting Moment 6,579.2 ft.-# Eccentricity 13.5 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations, Overturning Overturning Moments Overturning Moments fgjg Distance Moment Heel Active Pressure (above water table, if any) 837.8 lbs 2.31 It 1,932.2 ft4 Heel Active Pressure (below water table. If any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 2202 3.46 761.6 Adjacent Footing 332.9 3.05 1,013.7 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 108.1 4.25 459.3 Totals 1,498.9 lbs Overturning Moment 4.1663 114 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 94 Of: 204 Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page: 5 Dsgnr Hung Nguyen, S.C. Date; 13 FEB 2020 Description.... TYPE I4.41 With No Seismic Loads This Wall in File; z:enh grouplonedrive - jenhi gmupjenh groupWi design01 jenhi group projects2 RetalnPro(c)1987-201e, Build 11.19.11.12License: KW-06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Slam OK 0.00 = Masonry LRFD = 8.00 = # 5 = 16.00 Edge ems lbs lbs 1.784.2 ft-# ft.# 3,992.6 5.070,5 Psi psi 19.5 psi 80.5 in2 = 91.50 in = 5.25 psi = 2.000 psi = 60.000 Yes 16.11 PSI z 78.0 in = 7.60 Medium Weight LRFD psi psi Design Height Above Ftg Wail Material Above Ht" Design Method Thickness Reber Size Reber Spacing Reber Placed at Design Data th/FB + fa/Fa Total Force @ Section Service Level Strength Level MomenL..Actual Service Level Strength Love Moment Allowable Shear. ....ActuaI Service Level Strength Love Shear ..... Allowable And Reber Depth d Masonry Data I'm Fy Solid Grouting Modular Ration' Wall Weight Equiv. Solid Th'IC, Masonry Block Type Masonry Design Method Concrete Data V. Fy THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 95 Of: 204 Subject By Date Project NainelNumber: retaining wall Title The Noel Residence Page: 6 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE l-6"O" With No Seismic Loads This Wall In File: v\janh group\onedrlvo - Jenh gro.iipljerth group\01 dosigri01 Jenh group projects\2 Retnro 1957-2019, Build ii.is,li.il . . . -. - License: KW06055873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width 1.50 it Pc 3,000 psi Heel Width 2.50 Fy 60,000 psi Total Footing Width 4.00 it Footing Concrete Density 150.00 pci Footing Thickness 15.00 in Min. As % 0.0018 Key Width = BOO in Reber Cover @ Top 2.00 in Key Depth = 20.00 in @ Bottom 3.00 in Key Distance from Toe 1.50 It Footing Design Results las Heal Factored Pressure = 2.589 0 psi Mu': Upward = 29,734 214 ft.# Mu': Downward = 8,531 2,251 114 Mu: Design = 509 -428 11-4 Actual 1-Way Shear 15.74 10.23 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing #5 @ 10.00 In Keel Reinforcing = #5 @ 10.00 in Key Reinforcing = #4 @ 10.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.47 in, #6@ 16.29 in, #7@ 22,21 in, #8@ 29.25 in, #9@ 37 Heal: 940 1.40 in, 45@ 11.47 in, #6@ 16.29 in, #7@ 22.21 in, 66@ 29.25 In, gti@ 37 Key: #4@ 10.49 in, #5@ 16.26 in. #6@ 18 in, #7@ 18 in, #8@ 1 Min footing T&S reinf Area 1.30 1n2 Min footing US rinf Area per fc 0.32 1n2 iii If one layer of horizontal bars: If two layers of horizontal bars: 94i 7.41 in #4@ 14.81 in #5@ 11.48 in #50 22.96 in #6@ 16.30 in #6@ 32.59 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, p1,1 Tu = 0.00 ft-ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wet bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wail (approximate only) 0.069 In The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wail would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 96 Of: 204 Subject By Date 7'-4" High Wall With No Seismic Load: Project NameiNumbor; retaining wai Title The Noel Residence Page Dsgnr: Hung Nguyen S.E. Date: 13 FEB 2020 Description.... TYPE 1-7-4" With No Seismic Loads This Walt in File: z:Sjenh group\onedrlve jenh groupjenh group01 designiol jerO group prejectsl2 License; KW-OSCS"73 Rsta1nPro(c)19aT2Q19, 8u,ldlij9.51.12 Cantilevered Retaining Wall Code: CBC2O1S,AC1318-14.AC1530-13 License To: SMR CONSULTING GROUP Criteria Retained Height = 7.00 ft Wall height above soil 0.33 ft Slope Behind Wall 0.00 Height of Soil over Toe 12.00 In Water height over heel 0.0 It Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing " 3,500.0 paf Soil Density. Heel 110.00 Poi Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcI Active Heel Pressure • 35.0 psfflt Fooling(ISoil Friction 0.300 Soil height to Ignore for passive pressure = 12.00 in Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100.0 psI Surcharge Over Toe 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 —Height to Top 0.00 It ...Height to Bottom 0.00 ft Load Type Wind (W) t,Servlce Levell Wind on Exposed Stem Wind on Exposed Stem = 0.0 pet (Service Leval) Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dint THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E. 02/14/20 Page: 97 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Hoot Residence Page: 2 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE l-T-4 With No Seismic Loads This Wall in File: z:lerth grouponedrlve jenh grouptenh 4r0up\01 design\01 ienh group proJects\2 RetainPro(c) 1il72019, UuIId11.ILII.I2 Licence KW-0606873 Cantilevered Retaining Wall Code: CSC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load / W Weight Multiplier 0.3309 Added seismic base force 132.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 98 Of 204 Subject By Date Project Nanteft4umber: retaining wal Title The Noel Residence Page: 3 Dsgnr: Hung Nguyen, S.E. Dale: 13 FEB 2020 Description.,., TYPE l-7'.4" With No Seismic Loads This Wall In File: Z.enh grouponedrive - jenh groupenh group\01 design\01 jenh group proects\2 RetalnPro (Cl 1987-2019, build 11.19.11.12 License: KW06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wail Design Summary Stability Ratios IBC'09 & CBC'lO. 1807.2.1 applied Overturning = 2.02 01< Sliding 1.50 OK Soil Bearing Total Bearing Load 3,695 lbs resultant ecc. 7,47 in Soil Pressure @ Toe = 1,122 psi 01< Soil Pressure © Heel 217 pat 01< Allowable 3,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,777 pat ACI Factored © Heel 343 psI Fooling Shear @Toe = 18.0 psi 01< Fooling Shear © Heel 8.9 psi OK Allowable = 82.2 pal Sliding Resisting Forces Sliding Forces Vertical Forces fQM Lateral Forces Force Soil Over Heel (above water table, it any) 1,411.7 lbs Heel ActiVe Pressure (above water table, if any) 1,191.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heal 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 • Heel Active Pressure 1.191,1 Sloped Soil Over Heel 0.0 Surcharge over Heel 262.5 Surcharge Over Heel 0.0 Adjacent Fooling 379.2 Adjacent Footing Load 110.9 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Line Load on Stern • Omit Added Lateral Load 0.0 Soil Over Toe 332.2 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 132.1 Stem Weight(s) 571.7 Lateral on Key 769.0 Earth @ Stem Transitions 0.0 Totals • 2,733.9 lbs Fooling Weight 1,035.0 Key Weight 233.3 includes water table effect Vert, Component es 0.0 Total Vertical Loads 3694.9 lbs Axial live load NOT Included in total displayed . or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force 2,733.9 lbs less 100% Passive Force 3,001.0 lbs less 100% Friction Force 1,108.5 lbs Added Force Req'd 0.0 lbs 01' for 1.5 Stability 0.0 lbs 01' Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 99 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 4 Dsgnr. Hung Nguyen, S.E. Date: 13 FEB 2020 Desciplion, TYPE l-T.4" With No Seismic Loads This Wall In File: z:\jenh group\onedrlve - jenh groupljenh group01 design01 jenh group projecls\2 RetainPro (c) 1957-2019, Build 11,19,11.12 License: KW-06056573 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 1,411.7 lbs 4.60 ft 6,498.4ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,411,7 4,60 6,498.4 Sloped Son Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 110.9 4.85 538.4 Axial Dead Load on Stem 00 Axial Live Load on Stem • 00 Soil Over Toe 332.2 1.51 501.6 Surcharge Over Toe 0.0 Stem Weight(s) 571.7 3.35 1,917.2 Earth @ Stem Transitions 010 Fooling Weight 1,035.0 2.76 2,856.6 Key Weight 233.3 3.35 782.4 Vert, Component 0.0 Total Vertical Loads 3,694.9 lbs Resisting Moment 13.094,6 ft-# Eccentricity 11.7 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations, Overturning Overturning Moments Overtumini Moments EQLf& Distance Moment Heel Active Pressure (above water table, if any) 1,191.1 lbs 2.75 ft 3,275.5 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Foece 0.0 Surcharge over Heel 262.5 4.13 1,082.8 Adjacent Footing 379.2 3.93 1,488.8 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 132.1 4.92 649.1 Totals 1,964.8 lbs Overturning Moment 8,4962 ft-fl THE NOEL RESIDENCE 2019-021 Project CALCULATION SUBJECT Subject This Wall in File: RetainPra (C) t9 Ucense KWOGOI License To: Sit Stem Desig Project No Hung Nguyen, S.E 02/14/20 Page: 100 1 Of: 204 By Date Project Name/Number: retaining we) Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description... - TYPE l-T-4" With No Seismic Loads oiipterth group01 design\01 jenh group projects12 Cantilevered Retaining Wall Code: CRC 2016ACI 318.14,ACI 530-13 Bottom Design Height Above Fig ft Q 0.00 Wall Material Above "Hr Masonry Design Method IRFD Thickness 800 Reber Size = 7 Reber Spacing = 8.00 Reber Placed at = Edge Design Data fb/F + fe/Fe = 0455 Total Force @ Section Service Level lbs Strength Level lbs = 2,454.8 Moment ... Actual Service Level 8-4 = Strength Leve 8-4 = 6,805.4 Moment ..... Allowable = 14934.4 Shear .... Actual Service Level psi = Strength Love psi = 28.8 Show .....Allowable psi = 80.5 Met 1n2 = 91.50 Reber Depth d in = 5.25 Masonry Data fm psi = 2,000 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio n 18.11 Wall Weight psI = 78.0 Equiv. Solid Thick, in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data ft psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 101 Of: 204 Subject By Date Project Nam&Numbor : retaining wal Title The Noel Residence Page 6 Dsgnr Hung Nguyen, S.E. Date: 13 FEB 2020 Descriplion. TYPE 1-7.4 With No Seismic Loads This Wail in File: z\]enh grouplonedilve - ]enh gmup\Jenh group101 deslgn\O1 jenh group proecls\2 RotainPro (ci 1987.2015, MuMd 1119.11.12 License: Kw.06058873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318.14,ACI 530.13 License To: SMR CONSULTING GROUP Footing Data Toe Width 302 ft rc 3,000 psi Heel Width 2.50 Fy 60,000 psi Total Footing Width 5.52 ft Fooling Concrete Density 150.00 pcI Footing Thickness 15.00 In Mm. AS % 0.0018 Key Width = 8.00 in Rebar Cover (Top 2.00 in Key Depth = 28.00 in 0 Bottom 3.00 in Key Distance from Toe = 3.02 it Footing Design Results Isa Heel Factored Pressure = 1,777 343 psf Mu': Upward = 82,948 843 ft4 Mu': Downward = 31,414 2,600 ft-# Mu; Design 2,217 -818 ft-# Actual 1-Way Shear = 18.03 8.90 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 5 @ 10.00 in Heel Reinforcing = #5 @ 10,00 in Key Reinforcing #5 @ 8.00 in Other Acceptable Sizes & Spacings Toe; #44 7.40 in, #5@ 11.47 in, #6@ 16.29 in, #7@ 22.21 in, 48@ 29.25 in, #9@ 37 Heat: #4 7.40 in, 05@ 11.47 In, #60 16.29 In, #70 22.21 In, #8@ 29.25 In, 490 37 Key: #4© 5.16 in, #5© 8 in, #6@ 11.36 in, #7@ 15.5 in, #8@ 1 Min footing T&S rinf Area 1.79 1n2 Min fooling T&S reinf Area per Ic 0.32 in2 At If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #S@ 11.4B in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Footing Torsion, Tu 0.00 ft'lbs Footing Allow. Torsion, phi Tu 0.00 ft.lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wail bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DeS @ Top or Wall (approximate only) 0.041 In The above calculation is not valid if the heel soil bearing oretsure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 102 Of: 204 Subject By Date 7'-4" High Wall With Seismic Load: Project Name/Number: retaining wall Title The Noel Residence Dsgnr: Hung Nguyen, S.E. De5cIWtlOn. TYPE i-7'-4" With Seismic Loads This Wall in File: z:tjenh group\onedrive jenh groupljenh group\01 designtOl jenh group project Page: 1 Date: 13 FEB 2020 NeWflPFO tel 11-U1. tsuipa 11.15.11.1Z License:KWO6OS6873 Cantilevered Retaining Wail License To: SMR CONSULTING GROUP Criteria Retained Height 7.00 ft Wall height above soil = 0.330 Slope Behind Wall 0.00 Height or Soil over Toe 12.00 in Water height over heel = 0.0 ft Load Factors Code: CBC 2016,ACI 318-14,ACl 530-13 Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1,600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500.0 psi Soil Density, Heel = 110.00 pf Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pof Active Heel Pressure = 35.0 psI/ft FoolingllSoll Friction 0.300 Soil height to ignore for passive pressure 12.00 in Passive Pressure = 300.0 ps(/fl Surcharge Loads Surcharge Over Heel 100.0 psi NOT Used To Resist Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Surcharge Over Toe = 100.0 NOT Used for Sliding & Overturning Axial Load Eccentricity = 0.0 In Lateral Load Applied to Stem Lateral Load 0.0 #FII ...Height to top 0.00 it ...Height to Bottom 0.00 it Load Type = Wind (W) taervce Levei) Wind on Exposed Stem Wind on Exposed Stem 0.0 psi (Service Level) Adjacent Footing Load Adjacent Fooling Load 1,000.0 lbs Footing Type Line Load Footing Width = 1.00 it Base Above/Below Soil Eccentricity 0.00 in at Back of Wall 1.0 it Wall to Ftg CL Dist = 5.00 it Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.F 02/14/20 Page: 103 Of: 204 Subject By Date Project NamslNumber: retaining wal Tide The Noel Residence Page: 2 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 1.7'-4' With Seismic Loads This Wail in File: zjonh group\onedrive - enh groiipjonh group\01 dosigMUl lanh group projects\2 MMIMM1110"019, Build 11.11.11,12 Ucense.- KW-06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACi 530.1 ucense To: SMR CONSULTING %Kuur Earth Pressure Seismic Load Method : Mononobe-Okabe/Seed-Whitman Design Kh 0.330 g Kae for seismic earth pressure = 0.467 Using Mononobe.Okabe I Seed-Whitman procedure Ka for static earth pressure 0.232 Difference: Kee - Ka 0.236 Added seismic base force 882.6 lbs Stem Weight Seismic Load /W p Weight Multiplier = 0.330 g Added seismic base force = 132.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 104 Of: 204 Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page: 3 Dsgnr. Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 1-7'-4" With Seismic Loads This Wall in File: z:ijenh grouptonedrive - Jenh groupienh group\01 designl.01 jenh group poJac1s12 RetainPre (C) 19574019, Ucild 11.1 9.11.12 License KW.06856873 Cantilevered Retaining Wall Code: CBC 2016,ACl 31 8-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning 1.19 Ratio < 1.51 Sliding = 1.14 Ratios 1.5! Soil Bearing Total Bearing Load = 3,683 lbs ... resultant ecc. 21.92 in Soil Pressure @ Toe = 2,688 psi OK Soil Pressure @ Heel = 0 psI OK Allowable 3.500 psI Soil Pressure Lass Than Allowable ACI Factored @ Toe 4.255 psI ACI Factored @ Heel 0 psf Footing Shear @ Toe 30.1 psi OK Footing Shear @ Heel = 16.0 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces Soil Over Heel (above water table, if any) 1,411.7 lbs Heel Active Pressure (above water table, if any) 1,191.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0,0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 1,191.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 262.5 Surcharge Over Heel 0.0 Adjacent Fooling 379.2 Adjacent Footing Load 111.3 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 327.8 Seismic Load 882.6 Surcharge Over Toe 0.0 Seismic-Self-weight 132.1 Stem Weight(s) 571.7 Lateral on Key 769.0 Earth @ Stem Transitions 0.0 Totals • 3,616.4 lbs Footing Weight 1,027.5 Key Weight 233.3 includes water table effect Vert. Component ** 0.0 Total Vertical Loads 3.683,3 lbs Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force 3,616.4 lbs less 100% Passive Force - 3,001.0 lbs less 100% Friction Force - 1,105.0 lbs Added Force Reid 0.0 lbs 0)4 for 1.5 Stability 1,318,6 lbs NE Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 105 Of: 204 Subject By Date Project Name/Number: retaining wal Tills The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Oats: 13 FEB 2020 Descipliori.... TYPE 1.7.4' With Seismic Loads This Wall in File: z:jenh grouptonedrive - jenh group\jenh group\01 design\Ot jenh group prçjecls12 RelalnPro (c) 1987-2019. Build 11.19.11.12 License' l(W-06056873 Cantilevered Retaining Wall Code: CSC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water labia, if any) 1,411.7 lbs 4.56 it 6,441 .9ft4 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,411.7 4.56 6,441.9 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 111.3 4.81 535.7 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 327.8 1.49 488.4 Surcharge Over Toe 0.0 Stem Weight(s) 571.7 3.31 1,894.4 Earth @ Stem Transitions 0.0 Footing Weight 1,027.5 2.74 2,815.4 Key Weight 233.3 3.31 773.1 Vert. Component 0.0 Total Vertical Loads 3,683.3 lbs Resisting Moment 12946.9 ft-# Eccentricity 26.1 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations, Overturning Overturning Moments Overturning Moments Lqm Distance Moment Heel Active Pressure (above water table, if any) 1,191.1 lbs 2.75 ft 3,275.5 ft-# Heel Active Pressure (below water (able, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 262.5 4.13 1,082.8 Adjacent Footing 379.2 3.93 1,488.8 Surcharge Over Toe 0.0 Load ii Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 882.6 4.95 4,368.7 Seisrnic-Self-weight 132.1 4.92 649.1 Totals 2,847.4 lbs Overturning Moment 10,865.0 ft-# THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 106 1 Of: 204 Subject By Date Project Name/Number: retaining wall Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE i.T4 With Seismic Loads This Wall in File: zijenh grouponedrive - lenh grouptenh gmup\01 design01 jenh group projects12 otainPro (c) 1987.019, BuIld 11.19.11.12 License: Kw06056873 Cantilevered Retaining Wall code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Stem OK Design Height Above Ftg ft 0.00 Wall Material Above "H1 Masonry Design Method LRFID Thickness 8.00 Rebar Size # 7 Rebar Spacing 8.00 Rebar Placed at Edge Design Data fb/FB + fa/Fa 0.822 Total Force @ Section Sel'vice Level lbs Strength Level lbs 3761.9 Moment ... Actual Service Level ft-# Strength Love ft.# 12,295.2 Moment. Allowable 14,934.4 Shear Actual Service Level psi Strength Lava psi 41.1 Shear ..... Allowable psi ' 80.5 Anal in2 = 91.50 Rebar Depth 'd' In = 5.25 Masonry Data £rn psi 2,000 Fy psi 60,000 Solid Grouting = Yes Modular Ratio 'n' 16.11 Wall Weight psi 78.0 Equiv. Solid Thick, in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = IRFI) Concrete Data f'c psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 107 Of: 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page: 6 DsgrIr Hung Nguyen, S.E. Date 13 FEB 200 Description. TYPE 1-7'-4 With Seismic Loads This Wall in File: z:enh grouplonedrive - jenh group\jenh grouptOl designOl jenh group prcjects\2 ReialnPvo (c) 1987-2019, BuIld 11.19.11.12 License: KW-08056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width = 2.98 ft fc = 3.000 psi Heel Width = 2.50 Fy 60,000 psi Total Footing Width 5.48 ft Footing Concrete Density = 150.00 pet Footing Thickness = 15.00 in Mm. As % = 0.0018 Key Width 8.00 In Rebar Cover @ Top 2.00 in Key Depth 28.00 in @ Bottom 3.00 in Key Distance from Toe = 2.98 ft Footing Design Results 11M Heel Factored Pressure = 4,255 0 psi MV: Upward = 144,590 0 11-4 Mu': Downward 30,628 2,600 11-4 Mu: Design 2.172 -812 ft-# Actual 1-Way Shear 30.14 16.00 psi Allow 1 -Way Shear 82.16 82.16 psi Toe Reinforcing = 4 5 Q 10.00 In Heel Reinforcing = 4 6 @ 10.00 In Key Reinforcing = 4 5 @ 8.00 in Other Acceptable Sizes & Spacings Toe: #4 7.40 in, #50 11.47 in, #6@ 16.29 In. #7@ 22.21 In. #8@ 29.25 In, #9@ 37 Heel: #4 7.40 in, #5@ 11.47 in, 46@ 16.29 in, #7@ 22.21 in, #80 29.25 in. #9@ 37 Key: #4i 5.16 in, #5 8 in, #6@ 11.36 In, #7@ 15.49 in, #8 Mlii footing T&S relni Area 1.78 1n2 Nfin footing T&S reinf Area per Ic 0.32 in2 ill If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 260.0 pci Horizontal Dell @ Top of Well (approximate only) 0.100 in The above calculation Is not valid if the heel soil beannuoressure exceeds that of the toe, because the wall would then tend to rotate Into the retained soil THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 108 1 K204 ] Subject By Date 8'-8" High Wall With No Seismic Load: Project Name/Number: retaining will Title The Noel Residence Page 1 Dsgw. Hung Nguyen, S.E. Date: 14 FEB 2020 Description. TYPE 1-8-8" With No Seismic Loads This Wall in File: z:tjenh group\onedrive - jenh grnupljenh group0l design01 jenh group projecls\2 RutainPro (c) 1987.2019, Build 11.19.11.12 Licensa: KW-06056873 Cantilevered Retaining Wail Code: CBC 2016,ACi 318-14,ACI 530.13 License To: SMR CONSULTING GROUP Criteria Retained Height 8.330 Wall height above soil 0.33 It Slope Behind Wall 0.00 Height of Soil over Too 12.00 in Water height over heel 0.0 It Load Factors Building Code CBC 2016,ACi Dead Load 1.200 Live Load 1.600 Earth, II 1.600 Wind, W 1.000 Seismic. E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psf Soil Density, Heel = 110.00 pcf Equivalent Fluid Pressure Method Soil Density. Toe 110.00 pcI Active Heel Pressure = 35.0 pat/ft FootingllSoil Friction 0.300 Soil height to ignore = for passive pressure = 12.00 in Passive Pressure 300.0 pat/ft Surcharge Loads Surcharge Over Heel = 100.0 per Surcharge Over Toe = 100.0 pet NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 His Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 dtft Height to Top 0.00 it Height to Bottom 0.00 ft Load Type Wind (IN) (service evei Wind on Exposed Stem Wind on Exposed Stem = 0.0 pat (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Fooling Type Line Load Footing Width 1.00 ft Base Above/Below Soil Eccentricity 0.00 In at Back of Watt 1.0 ft Wall to Fig CL Dlxi 5.00 ft Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 109 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 2 0sgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 114-8' With No Seismic Loads This Wall in File: z:ljenh grnuptonedrive - jsah grouplenh group01 design0i jenh group proJect&2 Retainpro (C) 19.91-2019, Uinld 11.19.11.12 License KW-06096873 Cantilevered Retaining Wall Code: CBC 201 SAC) 18-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load / W Weight Multiplier 0.330 g Added setsrnic base force 205.7 ibs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 110 Of: 204 Subject By Date Project Name/Number: retaining wal TWa The Noel Residence Dsgnr Hung Nguyen, S.E. Description.... TYPE 1141-8" With No Seismic Loads Page 3 Date: 14 FEB 2020 This Wall in File: z:enh grouptonednve -jenh groupjenh groupl0l designt.O1 jenh group pr0jec15t2 RetainPro (C) 1981-2019, Build 11.19.11.12 License: KW-06056873 Cantilevered Retaining Wail Code: CBC 2016.ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC'09 & CBC'lO. 1807.2.1 applied Overturning 2.04 OK Sliding 1.52 OK Soil Bearing Total Beating Load 5039 lbs resultant ccc. 9.18 in Soil Pressure Too = 1,277 psf OK Soil Pressure Heel = 237 psf OK Allowable 3,500 psf Soil Pressure Less Than Allowable ACI Factored lt Toe = 1,988 psf ACI Factored © Heel = 368 psf Footing Shear @ Toe = 17.8 psi OK Footing Shear @ Heel = 7.2 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces EQ= Lateral Forces EQLQ Soil Over Heel (above water table, if any) 1,374.5 lbs Heel Active Pressure (above water table, if any) 1,748.8 lbs Soil Over Heel (below water table. if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 00 Buoyant Force 0.0 * Heel Active Pressure 1,748.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 318.1 Surcharge Over Heal 0.0 Adjacent Footing 422.8 Adjacent Fooling Load 104.7 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 457.6 SeIsmic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 2053 Stem WeIght(s) 890.3 Lateral on Key 1,094.5 Earth @ Stem Transitions 134.2 Totals = 3,789.9 lbs Footing Weight 1,665.0 Key Weight 412.5 includes water table effect Van. Component ** 0.0 Total Vertical Loads 5,038.8 lbs Axial live load NOT included in total displayed . or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 3,789.9 lbs less 100% Passive Force - 4.251,0 lbs less 100% Friction Force = - 1,511.6 lbs Added Force Req'd = 0.0 lbs 01 .Jor 1.5 Stability = 0.0 lbs OP Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 111 Of: 204 Subject By Date Project Name/Number: retaining wet Title The Noel Residence Page; 4 Dsgnr; Hung Nguyen, S.E. Date: 14 FEB 2020 Description.. TYPE ll-8.8" With No Seismic Loads This Wall In File: zijenh group'oeedrive . jenh grouptjenh group\01 designiOl jenh group projects12 Rstslnpro(c)1957.2019, Build ll.Ig.II.12 Cantilevered Retaining Wail Code: CBC2O16,ACI 318-14.ACI 530-13 Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, If any) 1,374.5 lbs 5.91 ft 8,123.0ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,374.5 5.91 8,123.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 104.7 5.91 618.8 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 457.6 2.08 951.8 Surcharge Over Toe 0.0 Stem Weight(s) 890.3 4.60 4,096.9 Earth li Stem Transitions 134.2 4.99 670.1 Footing Weight 1,665.0 3.33 5,544.5 Key Weight 412.5 4.66 1,922.3 Vert. Component 0.0 Total Vertical Loads 5,038.8 lbs Resisting Moment 21.9274 ft-# Eccentricity 13.3 In Axial live load NOT Included in total displayed, or used for overturning or sliding resistance, but Is Included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 1,748.8 lbs 3.33 ft 5,827.5 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 318.1 5.00 1,589.8 Adjacent Fooling 422.8 5.19 2,193.1 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 205.7 5.52 1,134.3 Totals 2,695.3 lbs Overturning Moment 10,744.7 ft-if THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 112 Of: 204 Subject By Date Project NameiNumber: retaining wet Title The Noel Residence Page 5 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 1I.84 With No Seismic Loads This Wail in File: z:tjenhgroup1one&lve -janh group'jenh group101 design1 jeth group projectsi2 RqtalnPrDIC119973111, Build 11.19.11.12 UCeiISS KW0605U73 Cantilevered Retaining Wall Code: CBC 201 6,ACi 31 8-14,ACi 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stein OK Stein OK Design Height Above Ftg ft e 4.67 0.00 Wail Material Above Ht" = Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 Rabat Size e 4 5 4 6 Rabat Spacing = 16.00 8.00 Rabat Placed at Edge Edge Design Data 1bIFB + fa/Fa 0.258 0.459 Total Force @ Section Service Level lbs = Strength Level lbs C 912.0 3,211.2 Moment Actual Service Level 114 C Strength Love 04 1,313.5 10,722.3 Moment Allowable 11-4 C 5,070.5 23,326.9 Shear... ,.Actual Service Level psi C Strength Love psi C 10.0 23.4 Shear ..... Allowable psi C 80.5 80.5 Anal IP.2 C 91.50 139.50 Rabat Depth d in = 5.25 9.00 Masonry Data I'm psi 2,000 2,000 Fy psi 60,000 60,000 Solid Grouting C Yes Yes Modular Ratio 'n' C 16.11 16.11 Wall Weight psi C 78.0 124.0 Equiv. Solid Thick in 7.60 11,60 Masonry Block Type C Medium Weight Masonry Design Method C LRFD Concrete Data Pc psi C Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 113 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 6 Osgnr: Hung Nguyen, S.E. Date: 14 FEB2020 Description.... TYPE 11-8'-8" With No Seismic Loads This Wall in File: z:14enh group\orwdrlve -jenti group\jenh group01 design1 jenh group projects\2 ,.Iatnrro IC) iser-sula, auiia 11.15.11.0 License : KW-0605f73 Cantilevered Retaining Wail Code: CBC 2016,ACi 31 8.-14.ACI 530-13 License To : SMR CONSULTING GROUP Footing Data Toe Width 4.16 it ?c 3,000 psi Heel Width = 2.50 Fy = 60,000 psi Total Fooling Width = 6.66 it Footing Concrete Density 150.00 pof Fooling Thickness = 20.00 in Mm. As % 0.0018 Key Width 12.00 In Reber Cover @ Top 2.00 In Key Depth = 33.00 in a Bottom 3.00 in Key Distance from Toe = 4.16 it Footing Design Results lee flg Factored Pressure 1,988 368 psi Mu': Upward 171.409 551 84 Mu': Downward 68,858 2,339 ft-# Mu: Design 4,456 -1,014 ft-# Actual 1-Way Shear 17.78 7.21 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = #6@ 12.00 in Heel Reinforcing = #6 @ 12.00 in Key Reinforcing = #4 @ 9.00 in Other Acceptable Sizes & Spacings Toe: #4t 5.55 in, #5@ 8.60 in, 06@ 12.21 in, #7@ 16.66 in, #8§ 21.93 in, #9@ 27. Heel: #4@ 5.55 In, #5 8.60 In, #8@ 12.21 in, #7@ 16.66 In. #8@ 21.93 in, #9@ 27. Key; #4@ 9.25 in, #S@ 14.34 in, #6@ 18 in. #7@ 18 in, #8@ 18 Min footing T&S reinf Area 2.88 in2 Min fooling T&S reinf Area per it 0.43 in2 Ift If one layer of horizontal bars: If two layers or horizontal bars: #4@ 5.56 in #4@ 11.11 In #5@ 8.61 in #5@ 17.22 In #6© 12.22 in #6© 24.44 In Fooling Torsion, Tu 0.00 ft-lbs Fooling Allow. Torsion. phi Tu 0,00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to well bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.046 in The above calculation is not valid if the heel soil beaslnaeressune exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Load Factors 0.33 It 0.00 = 12.00 in 0.0 ft THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 114 Of: 204 Subject By Date 8'-8" High Wall With Seismic Load: This Wall in File: Project Name/Number: retaining wal Title The Noel Residence Page: 1 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 114-111" With Seismic Loads h group\01 deslgn01 jenh group projectsl2 Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500.0 psf Soil Density, Heel 110.00 pd Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psi/ft FoolirrgIlSoil Friction 0.300 Soil height to ignore = for passive pressure 12.00 in Passive Pressure = 300.0 psi/ft Surcharge Loads Surcharge Over Heel 100.0 psi Surcharge Over Toe = 100.0 psi NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0ft ...Heighl to Top = 0.00 It ...Height to Bottom = 0.00 It Load Type = Wind (W) iervIce Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 psf (Service Level) Adjacent Footing Load Adjacent looting Load = 1,000.0 lbs Footing Type Line Load Footing Width 1.00 ft Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall loft Wail to Fig CL Dist 5.00 it Poisson's Ratio 0.300 THE NOEL RESIDENCE Project CALCULATION SUBJECT Subject This Wall in File: z:\jenh grouponedrive - Retaswro lc)15e7-ZO1L uuud 11.1a111Z Ucense KW-06056873 License To: SMR CONSULTING GRO Earth Pressure Seismic Load 2019-021 Project No Hung Nguyen, S.E 02/14/20 Page: 115 Of: 204 By Date Project NarnelNumber: retaining wal Title The Noel Residence Page: 2 Dsgnr Hung Nguyen, S.E. Dale: 14 FEB 2020 Description-... TYPE II0-E With Seismic Loads ;roupjenh grcup0l design\01 jenh group projects\2 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Method : Mononobe-OkabejSeed-Whilnian Design Kb = 0.330 g Kee for seismic earth pressure 0.467 Using Mononobe-Okabe F Seed-Whitman procedure Ks for static earth pressure = 0.2:32 Difference: Kee - Ka 0.236 Added seismic base force 1.295.8lbs Stem Weight Seismic Load / W Weight Multiplier 0.330 g Added seismic base force 205.7 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 116 Of: 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page; 3 Dsgnn Hung Nguyen, S.E. Date; 14 FEB 2026 Description.... TYPE 114'4" With Seismic Loads This Wall in File; z;tjenh group'ionedrive - jenh group\jenh group01 design\01 jenh group projects\2 KetMVWM IJ 19l51-U19. Mild License: KW.06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To; SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC-09 & cBc'lo, 1807.2.1 applied Overturning 1.18 Ratio < 1.5! Sling 1.13 Ratio < 1.51 Soil Bearing Total Bearing Load 5,039 lbs ,,.resultant ccc. 27.67 in Soil Pressure @ Toe 3,279 psi OK Soil Pressure a Heel 0 psi OK Allowable 3,500 psi Soil Pressure Less Than Allowable ACt Factored @ Toe = 5,106 psi ACt Factored @ Heel 0 psi Fooling Shear @ Toe 28.3 psi OK Footing Shear @Heel 11.1 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces EQ= Lateral Forces Force Soil Over Heel (above water table, if any) 1,374.5 lbs Heel Active Pressure (above water table, if any) 1,748.8 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 * Heel Active Pressure 1,148.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 318.1 Surcharge Over Heel 0.0 Adjacent Footing 422,8 Adjacent Footing Load 104.7 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stern Above Soil 0.0 Axial Live Load on Stern Omit Added Lateral Load 0.0 Sell Over Toe 457.6 Seismic Load 1,295.8 Surcharge Over Toe 0.0 Seismic-Self-weight 205.7 Stem Weight(s) 890.3 Lateral on Key 1,094.5 Earth @ Slam Transitions 134.2 Totals = 5,085.7 lbs Fooling Weight 1,665.0 Key Weight 412.5 includes water table effect Vert. Component ** 0.0 Total Vertical Loads 5,038.8 lbs Axial live load NOT Included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 5,085.7 lbs less 100% Passive Force = • 4,251.0 lbs lass 100% Friction Force = - 1,511.6 lbs Added Force Raq'd = 0.0 lbs Cl' ....fat 1.5 Stability 1,865.9 lbs N( Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 117 1 Of: 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page: 4 Dsgnr Hung Nguyen, S.E. Date; 14 FEB 2020 Deactiption..., TYPE ll-8'-8" With Seismic Loads This Wall in File: z:jenh grouponedrive - jenh groupjenh groupO1 design\01 jenh group projects\2 RttatnPro(c)1987.2019, Build 11.19.11.15 LIcJ5. KW.06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To; SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, If any) 1,374.5 lbs 5.91 ft 8,123.01t4 Soil Over Heel (below water table, If any) 0.0 Water Table 0.0 Soil Over Heel 1,374.5 5.91 8,123.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 104.7 5.91 618.8 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • 0.0 Soil Over Toe 457.6 2.08 9518 Surcharge Over Toe 0.0 Stem Weight(s) 890.3 4.60 4096.9 Earth @ Stem Transitions 134,2 4.99 670.1 Footing Weight 1665.0 3.33 5,544.5 Key Weight 412.5 4.66 1,922.3 Vert. Component 0.0 - Total Vertical Loads 5,038.8 lbs Resisting Moment 21.927,4 ft-# Eccentricity 31.8 in Axial live load NOT included In total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations, Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 1,748.8 lbs 3.33 ft 5,827.5 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 318.1 5.00 1,589.8 Adjacent Footing 422.8 5.19 2,193.1 Surcharge Over Toe 0.0 Load tJ Stem Above Sot 0.0 Added Lateral Load 0.0 Seismic Load 1,295.8 6.00 7,772.5 Seismic-Self-weight 205.7 5.52 1,134.3 Totals 3,991.2 lbs Overturning Moment 18,517.2 ft-# THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 118 Of: 204 Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page: 5 Dsgnr. Hung Nguyen, S.E. Date: 14 FEB 2020 Description..,. TYPE 11.8'.8" With Seismic Loads This Wall in File: z:\jenh group\onedrtve - jenh group\jenh group01 design\01 jerih group projects'2 RelsinPr* (c) 1997.5919, Wit! 11.19.11.12 License: KW66056$73 Cantilevered Retaining Wall code: cc 2016,ACi 318-14ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Slam OX Design Height Above Ftg B = 4.67 0.00 Wail Material Above Ht' = Masonry Masonry Design Method = LRFD LRFD Thickness 8.00 12.00 Rabat Size = # 5 # 6 Rabat Spacing 16.00 8.00 Reber Placed at Edge Edge Design Data ib!FB + faifa 0.712 0.866 Total Force @ Section Service Level lbs Strength Level lbs 1,959.8 5,171.7 Moment Actual Service Level ft.# Strength Level ft-# = 3,614.5 20,221.1 Moment Allowable ft = 5,070.5 23,326.9 Shear .... Actual Service Level psi = Strength Love psi = 21.4 37,1 Shear Allowable psi = 80.5 80.5 Asiet in2 = 91.50 139.50 Robs, Depth 'd' In m 5.25 9.00 Masonry Data I'm psi = 2,000 2,000 FY psi = 60.000 60.000 Solid Grouting Yes Yes Modular Ratio'n' 16.11 16.11 Wall Weight PSI a 78.0 124.0 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type Medium Weigttt Masonry Design Method LRFD psi Fy psi = THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 119 Of: 204 Subject By Date Project Name/Number retaining wal Title The Noel Residence Page: 6 Dsgrir Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE ii-8-8" With Seismic Loads This Wall In File: z:\Jenh groupnedrtve - jenh group\jenh groep1 design01 jenh group projects\2 P License: M-OWS6873 C5l5rnI'tO le? i51-lU1, Cantilevered Retaining Wall Code: CBC 2016.ACi 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width = 4.16 ft Cc = 3,000 pal Heel Width 2.50 Fy 80,000 psi Total Fooling Width 6.66 it Fooling Concrete Density = 150.00 pcf Fooling Thickness = 20.00 In Mm. As % 0.0018 Key Width 12.00 In Rebar Cover @ Top 2.00 In Key Depth 33.00 In @ Bottom 3.00 In Key Distance from Toe 4.16 It Footing Design Results TOO Heel Factored Pressure 5,106 0 psf Mu': Upward 295,243 0 ft-# Mu': Downward 68,858 2,339 ft-# Mu: Design = 4,456 -1,014 11-4 Actual 1-Way Shear = 26.27 11.14 psi Allow I-Way Shear 82.16 82.16 psi Toe Reinforcing = #6 @ 12.00 in Heel Reinforcing = #6 @ 12.00 in Key Reinforcing z #4 @9,00 in Other Acceptable Sizes & Spacings Toe: #4@ 5,55 in, #5@ 8.60 in, #6@ 12.21 in, 01 16.66 in, 08 21.93 in, 09@ 27. Heel: #4. 5.55 in #5@ 8.60 in. #6@ 12.21 in, 97 16.66 in, #8@ 21.93 in. #9@ 27. Key: #44 9.25 in, #S@ 14.34 in, #6@ 18 in, #?@ 18 iii, #8@ 18 Min footing T&S reinf Area 2.88 in2 Min fooling T&S reinf Area per to 0.43 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4i 5.56 in #4@ 11.11 in #5@ 8.81 in #5@ 17.22 in #6© 12.22 in #6@ 2444 in Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wail (appro)imate only) 0.118 in The above calculation, is not valid If the heel soil beadnoocessure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 120 Of: 204 Subject By Date 1O'-0" High Wall With No Seismic Loads: This Wall in File: z:lenh group\onedrlve - jerth qroupje i Project Name/Number: retaining wall Title The Noel Residence Page: 1 Dsgnr. Hung Nguyen, S.E. Date: 8 FEB 2020 Descriotion.... TYPE it-1D'-O With No Seismic Loads rrh group'tOl design01 jenh group projectst.2 ri .samrro qc; ls zuel-15, aulla 11.15.11.15 Ucensu K101-0606873 Can License To: SMR CONSULTING GROUP Criteria Retained Height = 9.67 ft Wall height above soil 0,33 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 In Water height over heel 0.0 ft Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure -- - Allow Soil Bearing 3,500.0 psI Soil Density, Heel 110.00 pcI Equivalent Fluid Pressure Method . Soil Density, Toe 110.00 pcI Active Heel Pressure 35.0 pat/ft FootingI)Soil Friction 0.300 Soil height to ignore = for passive pressure = 12.00 In Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel = 100.0 psf Surcharge Over Toe 100.0 psi NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 /1/ft Height to Top 0.00 ft Height to Bottom 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem Wind on Exposed Stem = 0.0 psi (Service Level) Adjacent Footing Load Fooling Width Eccentricity Wall to FIg CL Dist THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 121 Of: 204 Subject By Date Project NameiNumber: retaining wal Title The loei Residence Page 2 Osgnr; Hung Nguyen, S.E. Oste: 8 FEB 2020 Description... TYPE I1-10'-0' With No Seismic Loads This Walt in File: z;erth group\onedswe -jenh groipenh group\01 design\01 jeah group poJectsl2 RetalnPro (c) 1997-2019, flutici 11.19.11.12 Ucenael(W-0OSUfl Cantilevered Retaining Wall Code: CBC 2016ACl318-14,ACI 530-13 F / W , Weight Multiplier 0,330 g Added seismic base force = 243.9 lbs a THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 122 Of: 204 Subject By Date Project NameiNumber: retaining wal Title The Noel Residence Page 3 Dsgnr Hung Nguyen, S.E. Date: 8 FEB 2020 Description.,.. TYPE 11-10'-0" With No Seismic Loads This Wall in File: z;enh grouplenedrive -jenh gmup\jenh grouptOl design\01 jenh group projectsl2 Retainpro (C) 1937-2019, Build 11.1911.12 License: KW-06056873 Cantilevered Retaining Wall Code: CBC 2016,ACl 316-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning 2,41 01< Sliding 1.55 01< Soil Bearing Total Bearing Load 6,817 lbs resultant ecc. = 6.38 in Soil Pressure @ Toe = 1,198 psi OK Soil Pressure @ Heel 513 psi OK Allowable 3,500 psi Soil Pressure Less Than Allowable ACl Factored © Toe = 1.848 psi ACI Factored ll Heel 792 psi Footing Shear @ be 21.3 psi OK Footing Shear @ Heel 8.7 psi OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Fortes EQM Lateral Forces Force Soil Over Heel (above water table, if any) 2446.5 lbs Heel Active Pressure (above water table, if any) 2,249.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table. If any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0,0 * Heel Active Pressure 2,249.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 360.7 Surcharge Over Heel 0.0 Adjacent Footing 446.4 Adjacent Footing Load 148.3 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stan, Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 513,7 Seismic Load 0.0 Surcharge Over Toe 0.0 Selsn,lc-Self.welght 243.9 Stem Weight(s) 1,056.0 Lateral on Key 1,603.1 Earth @ Stem Transitions 134.6 Totals = 4,903.3 lbs Footing WeIght 1,992.5 Key Weight 525.0 includes water table affect Vert. Component ** 0.0 Total Vertical Loads 6,816.6 lbs * Axial live load NOT included in total displayed . or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 4,903,3 lbs less 100¼ Passive Force 5,554.2 lbs less 100% Friction Force 2,045.0 lbs Added Force Req'd 0.0 lbs O ....for 1.5 Stability 0.0 lbs O Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 123 Of: 204 Subject By Date Project Name/Number retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 8 FEB 2020 Description.... TYPE li-1O"O" With No Seismic Loads This Wall in File: zjenh grouporiedrIve - ]enh groupljenh groupl0l deslgn01 jenti group pro)ects\2 RetainPro IC) 19972O19, Build 11,19,11.12 ucense w-oses Cantilevered Retaining Wall Code: CBC 201 6,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Ea= Distance Moment Soil Over Heel (above water table if any) 2,446.5 lbs 6.82 It 16,685 21-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 2,446.5 6.82 16,685.2 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 148.3 6.82 1,011.7 Axial Dead Load on Stern 0.0 Axial live Load on Stern ' 0.0 Soil Over Tee 513.7 2,34 1,199.5 Surcharge Over Toe 0.0 Stem Weight(s) 1,056.0 5.12 5407.5 Earth @ Stern Transitions 134.8 5.50 740.8 Footing Weight 1,992.5 3.99 7,940.1 Key Weight 525.0 5.17 2,714.3 Vert. Component 0.0 Total Vertical Loads 6,816.6 lbs Resisting Moment 35.698.8 It-# Eccentricity 11.1 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations, Overturning Overturning Moments Overtumina Moments E2= Distance Moment Heel Active Pressure (above water table, if any) 2,249.1 lbs 3.78 ft 8,499.1 ft-0 Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 360.7 5.67 2,044.6 Adjacent Fooling 448.4 6.22 2,776.1 Surcharge Over Toe 0.0 Load Q Stern Above Sot 0.0 Added Lateral Load 0.0 Seismic Load 0.0 SeIsmIc-Self-weight 243.9 6.14 1,498.7 Totals 3,300.1 lbs Overturning Moment 14,817.6 ft-# THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 124 Of: 204 Subject By Date Project Name/Number; retaining wal Title The Noel Residence Page 6 Osgnr: Hung Nguyen, S.E. Date: 8 FEB 2020 Description... - TYPE ll-10'-O With No Seismic Loads This Wall in File: zjenh group'ronedrlve - jeilit grouplenh group\01 designiOl jenh group projectsl2 Retalnpro (c) 1997-2019, Build 1119.11.12 License: KW-oeOseefl Cantilevered Retaining Wall Code; CSC 2016,ACI 318-14ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stern OK Design Height Above Fig it 6.00 0.00 Wall Material Above "Hr Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 RebarSiie # 5 4 8 Rebar Spacing 16.00 8.00 Reber Placed at Edge Edge Design Data fb/FB + fa/Fa 0.260 0.422 Total Force @ Section Service Level lbs Strength Level lbs 915.9 4,124.2 Moment .... Actual Service Level 11-4 Strength Leve ft-if = 1,322,7 15,668.0 Moment.....Allowable It-if = 5,070.5 37,022.0 Shear ..... Actual Service Level psi Strength Leve psi = 10.0 29.6 Shear ..... Allowable psi = 805 80.5 Anet in2 = 91.50 139.50 Reber Depth 'd' in = 5.25 9.00 Masonry Data fm psi = 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes ModulerRstlo'n' 16.11 16.11 Wall Weight pal = 75.0 124.0 Equiv, Solid Thicic. in = 7.60 1160 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data cc psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 125 Of: 204 Subject By Date Project NameiNumber: retaining wal Title The Noel Residence Page: 6 Dsgnr: Hung Nguyen, S.E. Date: 8 FEB 2020 Description.... TYPE 11-10'-0" With No Seismic Loads This Wall in File: Cantilevered Retaining Wall Code: CRC 2016,ACI 318-14,ACI 530-13 Toe Width = 4.87 It fc = 3,000 psi Heel Width 330 Fy 60,000 psi Total Footing Width 7.97 ft Footing Concrete Density 150.00 pd Footing Thickness = 20.00 in Mm. As % 0.0018 Key Width = 12.00 In Rebar Cover Top = 2.00 In Key Depth 42.00 In 10 Bottom = 3.00 in Key Distance from Toe = 4.67 It Footing Design Results Toe Factored Pressure 1,846 792 psf Mu'; Upward 214,824 2,363 ft-# Mu Downward 85,759 5,591 64 Mu: Design = 7.245 -2,100 It-# Actual 1-Way Shear 21.29 8.68 psi Allow 1-Way Shear m 82.16 82.16 psi Toe Reinforcing = #6 © 10.00 in Heel Reinforcing = #6 @ 10.00 in Key Reinforcing = # 5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: #4l 5.55 in, #5@ 8.60 In, #G@ 12.21 in, #7@ 16,66 in. #8@ 21.93 in. #9@ 27. Heel: #4@ 5.55 in. #5 8.60 in, #6@ 12.21 in, #7@ 16.66 in. #8@ 21.93 in, #9@ 27. Key: #4ll 7.97 in, #6@ 12.35 in. #6@ 17.54 in, #7@ 18 in, #8l Min footing T&S reinf Area 3.44 in2 Min looting T&S reinf Area per Ic 0.43 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@11.11in #5© 8.61 in 45i 17.22 In @ 12.22 in #8© 24.44 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 fl-lbs If torsion exceeds allowable, provide supplemental design for fooling torsion, Tilt Horizontal Deflection at lob of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deli @ Top of Walt (approximate only) 0,042 in The above calculation is not valid If the hoe[ soil bearing oressure exceeds that of the toe. because thei wall would then tend to rotate into the retained toll. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 126 Of: 204 Subject By Date 10'4" High Wall With Seismic Loads: This Wall in Project NameiNumber: retaining wal Title The Noel Residence Page: 1 Osgnr Hung Nguyen, S.E. Date 5 FEB 2020 Description.... TYPE il-10'-0' With Seismic Loads h group01 deslgn\01 }enh group projects\2 vvau nesgnt aDove soil = U.jj U Slope Behind Wall 0.00 Height of Sot over Toe 12.00 in Water height over heel = 0.0 ft Load Factors Building Code CBC 2016.ACi Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 pst Soil Density, Heel 110.00 Pt Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psf/ft FoolingIlSod Friction 0.300 Soil height to Ignore for passive pressure 12.00 in Passive Pressure 300.0 pat/ft Surcharge Loads Surcharge Over Heel 100.0 psf Surcharge Over be 100.0 pat NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 it ...Height to Patton, = 0.00 ft Load Type = Wind (W) (service Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Fooling Width 1.00 ft Base Above/Below Soil Eccentricity 0.00 in at Back of Wall 1-0 ft Wall to Fig Ct. Dist 5.00 ft Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 127 Of: 204 Subject By Date Project Name/Number: retaining wet Title The Noel Residence Page: 2 Dsgnr; Hung Nguyen, SE, Date; 8 FEB 2020 Description,... TYPE 11.1O'.O" With Seismic Loads This Wall in File; ztjenh group,onednve - jenh groupenh groupWi design01 jenh group projects12 RetainPro (c) 1957-2019, Build 11.19.11.12 Ucansa KW.06056813 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 License To SMR CONSULTING GROUP Earth Pressure Seismic Load Method ; Monon-Olcabe/Seed-Whitman Design Kh = 0.330 g Kee for seismic earth pressure = 0.467 Using Mononobe-Okabe I Seed-Whitman procedure Ka for static earth pressure 0.232 Difference: Kae - Ka = 0.236 Added seismic base force s 1,666.5 lbs Stem Weight Seismic Load F1, / W Weight Multiplier 2 0.330 g Added seismic base force 243.9 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Osgnr: Hung Nguyen, S.E. Description. TYPE 11.10'-O" With Seismic Loads Page: 128 Of: 204 Page: 3 Date: 8 FEO 2020 This Wall in File: i1jen14 group\onedrive - jenh groupljenh gmup01 design01 jerih group projectsl2 RetalnPro(c)1987-2019. BUIIIt1119.11.12 License: KW-06056873 Cantilevered Retaining Wail Code: CBC 2016,AC1 318-14.ACI 530-13 License To: StAR CONSULTING GROUP Wall Design Summary Stability Ratios iBC09 & CBC'lO, 1807.2.1 applied Overturning 1.36 Ratio < 1.51 Sliding 1.16 Ratio < 1.51 Soil Bearing Total Bearing Lo4d 6.817 lbs ...re5u11ant ecc. 26.34 in Soil Pressure @ Toe = 2,538 psi OK Soil Pressure ll Heel = 0 psf OK Allowable 3,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,917 psf ACt Factored @ Heel = 0 psf Footing Sheer @ Toe = 37.2 psi OK Footing Sheer @ Heel 19.0 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces E2= Lateral Forces Force Soil Over Heel (above water table, if any) 2,446.5 lbs Heel Active Pressure (above water table, if any) 2,249.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 2,249.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 360.7 Surcharge Over Heel 0.0 Adjacent Fooling 446.4 Adjacent Footing Load 148.3 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Slam Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 513.7 Seismic Load 1,666.5 Surcharge Over Toe 0.0 Seismic-Setf-weight 243.9 Slam WeIght(s) 1,056.0 Lateral on Key 1,603.1 Earth @ Stem Transitions 134.6 Totals 6,569.8 lbs Footing Weight 1,992.5 Key Weight 525.0 includes water table effect Vert Component ** 0.0 Total Vertical Loads 6,816.6 lbs Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 6,569.8 lbs loss 100% Passive Force 5,554.2 lbs less 100% Friction Force s - 2,045.0 lbs Added Force Req'd 0.0 lbs 014 for 1.5 Stability 2,255.5 lbs N( Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 129 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date; 8 FEB 2020 Description. TYPE 11-1 (Y-0" With Seismic Loads This Wall in File: z\jenh grouponedrive jenh groupljenh grotjp\01 design\01 jenh group proectst2 RetalnPro (c) 1917.2019, BuIld 11.19.1112 License KW.0e0$6813 Cantilevered Retaining Wall Cede: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, If any) 2,446.5 lbs 6.82 ft 16,685.2114 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 2,446.5 6.82 16,685.2 Sloped Soil Over Host 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 148.3 6.82 1,011.7 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • 0.0 Soil Over Too 613.7 2.34 1,199.5 Surcharge Over Too 0.0 Stem Weight(s) 1,056.0 5.12 5,407.5 Earth @ Stem Transitions 134.6 5.50 740.6 Footing Weight 1,992.5 3.99 7,940.1 Key Weight 525.0 5.17 2,714.3 Vert. Component 0.0 Total Vertical Loads 6,816.6 lbs Resisting Moment 35.699,4ft.-# Eccentricity 31.0 In Axial Five load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 2,249.1 lbs 3.78 ft 8,499,1 114 Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 360.7 5.67 2,044.6 Adjacent Fooling 446.4 6.22 2,775.1 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 1,666.5 6.80 11,335.8 Seismic-Self-weight 243.9 6.14 1,498.7 Totals - 4,966.7 lbs Overturning Moment 26,153,3 114 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen,S.E 02/14/20 Page: 130 Of: 204 Subject By Date Project NameiNumber: retaining wai Title The Noel Residence Page: S Dsgnr Hung Nguyen, S.E. Date: 8 FEB 2020 Description—, TYPE 11-10-0" With Seismic Loads This Well in File: z:enh grouplonedrive - jenh groupjenh grouptOl design01 jenh group pojec1s12 RetainPro (c) 1987-2019, Build 11.19.11.12 Ucenae:KW-06056873 Cantilevered Retaining Wall Code: CBC 2016,AGI318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stem Ox Design Height Above Ftg it 6.00 0.00 Wall Material Above 'Ht' = Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 Reber Size # 5 # B Reber Spacing 16.00 8.00 Reber Placed at Edge Edge Design Data fb/F5 + fa/Fe = 0.787 0.810 Total Force @ Section Service Level lbs Strength Level Ills = 2,129.3 6,599.3 Moment .... Actual Service Level ft-a Strength Leve ft-IS 3,994,7 30,028.4 Moment.....Allowable ft-# 5,070.5 37,022.0 Shear ..... Actual Service Level psi = Strength Leve psi 233 47.3 Shear Allowable psi = 80.8 80.5 Anet in2 = 91.50 139.50 Reber Depth 'd' in = 5.25 9.00 Masonry Data I'm psi = 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting Yes Yes Modular Ration' 16,11 16,11 Wall Weight psi = 78.0 124.0 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD -- ft ps1 Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 131 1 Of: 204 Subject By Date Project NamolNumber: retaining wal Title The Noel Residence Page 6 Dsgnr Hung Nguyen, S.E. Date: 8 FEB 2020 Description.... TYPE 11.10'.0" With Seismic Loads This Walt In File: ~iconso -. KWO 56873 Cantilevered Retaining Wail Code: CBC 2016.ACi 318-14,ACI 530-13 Footing Data Toe Width = 4.67 ft f'c 3,000 psi Heel Width = 3.30 Fy = 60,000 psi Total Footing Width 7.97 ft Footing Concrete Density 150.00 pct Footing Thickness = 20.00 In Mm, As % = 0.0018 Key Width 12.00 In Rebar Cover @ Top 2.00 in Key Depth = 42.00 In @ Bottom = 3.00 in Key Distance from Toe = 4.67 ft Footing Design Results 19! Had Factored Pressure 3,917 0 paf Mu' Upward 363.990 0 ft.# Mu' Downward 85.759 5,591 ft-# Mu: Design 7,245 -2,100 ft-If Actual 1-Way Shear 37.22 19.02 psi Allow 1 -Way Shear 82.16 82.18 psi Toe Reinforcing = #6 @10,00 in Heel Reinforcing = #6 @10.00 in Key Reinforcing #5 @12.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.55 in, #5i 8.60 in, 08@ 12.21 in, #7@ 16.66 in, #8@ 21.93 in, #9@ 27. Heel: #4@ 5.55 In, #5@ 8.60 In, #6@ 12.21 in, #7@ 16.66 In, #8@ 21.93 in, k9@ 27. Key #4 7.97 in, #5@ 12.35 in, #6@ 17.54 in, #7@ 18 in, #8 Min footing T&S reinf Area 3.44 in2 Min fooling T&S reinf Area per to 0.43 in2 !ft If one layer of horizontal bars: If two layers of horizontal bars: #4 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 In #6@ 12.22 in #6@ 24.44 in Footing Torsion, Tu 0.00 fl4bs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for tooting torsion. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.088 in The above calculation Is not valid if the beet Soil beaft oretsure exceeds that of the toe, because the wall would then tend to relate into the retained Spit. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 132 Of: 204 Subject By Date 4'-8" High Wall With No Seismic Loads (Alternate Footing): Project Name/Number; retaining wel Title The Noel Residence Page: 1 Dsgnr: Hung Nguyen, SE. Date: 13 FEB 2020 Desciiptton.... TYPE l.4.8 No Seismic Loads (ALT. FIG.) This Wall in File: z:\jenh grouptenedrive - jenh grouptjerili groljpl.01 designiol jenh group pr0jects12 RetalnPro (c) 1987-2019. Build 11.19.11.12 License: KIN-060S6873 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 License To: SMR CONSULTING GROUP Criteria Retained Height 4.33 ft Wall height above soil 0.33 it Slope Behind Wall 0.00 Height of Soil over Toe 12.00 in Water height over heel = 0.0 it Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 pf Soil Density, Heel 110.00 P° Equivalent Fluid Pressure Method Soil Density, Toe = 110.00 pcf Active Heel Pressure = 35.0 psffft FootlagliSoil Friction = 0.300 Soil height to ignore for passive pressure 12.00 in Passive Pressure = 300.0 psflfl Surcharge Loads Surcharge Over Heel 100.0 psi Surcharge Over Toe = 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 #iit ...Height to Top 0.00 It ...t-lerght to Bottom 0.00 ft Load Type Wind (W) tae,vice evei Wind on Exposed Stem Wind on Exposed Stem 0.0 psf (Service Level) Adjacent Footing Load Adjacent Fooling Load 1,000.0 lbs Footing Type Line Load Footing Width = 1.00 ft Base AbovelBelow Soil Eccentricity 0.00 in at Back or Wall 1.0 it Wall to Fig CL Dist 5.00 It PotasoflS Ratio = 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 133 Of: 204 Subject By Date Project Nam&Number: retaining wal Title The Noel Residence Page: 2 Dsgnr: Hung Nguyen, S.E. Data: 13 FEB 2020 Description, TYPE 14.8" No Seismic Loads (ALT. FIG.) This Wail in File: z:ljenh groupl.onedrive - jenh grovpljenh grotrp01 design\01 jenh group proects\2 RotainPro (ci 1967.2019, Build 11,19,11.12 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 F W Weight Multiplier 0.3309 Added seismic base force 84.0 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 134 Of: 204 Subject By Date Project NatneiNumbar: retaining wal Title The Noel Residence Page 3 Dsgnr Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 14'-8 No Seismic Loads (ALT. FIG.) This Walt In File: z:\jenh grouptonedrive - jenh gmup\jenh group0i desigMOl jenh group projects\2 Relainpro (C) 15874019. UuId 11.19.11.12 Ucense;KW-06056873 Cantilevered Retaining Wall Code: CBC2O16,ACi 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning = 1.60 OK Sliding 1.53 OK Sell Bearing Total Bearing Load = 1,790 lbs resultant ace. 8.54 In Soil Pressure @Too 1,106 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 3,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe 1,801 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 9.9 psi OK Footing Shear @ Heel = 5.2 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Fortes Force Lateral Forces Ezo Soil Over Heel (above water table, if any) 435.0 lbs Heel Active Pressure (above water table, it any) 544.9 lbs Soil Over Heel (below water table, it any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 • Heel Active Pressure 544.9 Sloped Soil Over Heel 0.0 Surcharge over Heel 177.5 Surcharge Over Heel 0.0 Adjacent Footing 271.2 Adjacent Footing load 0.0 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 84.0 Stem Weight(s) 363.5 Lateral on Key 212.8 Earth @ Stem Transitions 0.0 Totals • 11290.4 lbs Fooling Weight 671.3 Key Weight 100.0 'Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 1.789,8 lbs Axial live load NOT included in total displayed . or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 1,290.4 lbs less 100% Passive Force 1,434.4 lbs less 100% Friction Forte 536.9 lbs Added Force Req'd 0.0 lbs 01' for 1.5 Stability 0.0 lbs 01' Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures, THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 135 Of: 204 Subject By Date Project NamelNumber: retaining we! Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 148" No Seismic Loads (ALT. FIG.) This Wall in File: z.enh grouponedrive - jenh groupljerth gmupO1 designt0l jenh group projects'2 Retainpro c) 187-2019, Bu]ld 11.IS.tl.12 Ucense: 60573 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14.ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 435.0 lbs 3.12 ft 1,358.7ft.# Soil Over Heel (below water table, If any) 0.0 Water Table 0.0 Soil Over Heel 435.0 3.12 1,358.7 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0,0 Adjacent Fooling Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 363.5 2.33 848.1 Earth @ Stem Transitions 0.0 Fooling Weight 671.3 1.79 1,201.5 Key Weight 100.0 2.33 233.3 Vert, Component 0.0 Total Vertical Loads 1,789,8 lbs Resisting Moment 3.861,7 ft-ft Eccentricity 11.8 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 544.9 lbs 1.86 ft 1,013.5 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 177.5 2,79 495.4 Adjacent Fooling 271.2 2.24 607.5 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 84.0 3.58 300.6 Totals 1,077.6 lbs Overturning Moment 2,417.0 ft-U THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 136 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 5 Osgnr: Hung Nguyen, $E. Date: 13 FEB 2020 Description.... TYPE 14-8" No Seismic Loads (ALT. FTG.) This Wall in File: zljenh group\ouedrive - jenk groupenh grouptol design\01 jenh group projects\2 RetainPro (C) 1997-2019, BuIld 11.19.11.12 License: KW46055873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Slam OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht Masonry Design Method LRFD Thickness 8.00 Reber Size 4 4 Reber Spacing 1600 Rebar Placed at Edge Design Data fbfFB + falFa 0.597 Total Force @ Section Service Level lbs Strength Level lbs = 1,183.2 Moment .... Actual Service Level ft-# Strength Leve ft-# 2,014.3 Moment Allowable Shear ..... Actual Service Level psi = Strength Leve psi 12.9 Shear Allowable psi 80.5 Anet m2 = 91.50 Reber Depth 'd' in = 5.25 Masonry Data t'rn psi = 2,000 Fy psi = 60,000 Solid Grouting = Yes ModutarRatio'n' = 18.11 Wall Weight psf = 78.0 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFO Concrete Data fr psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 137 Of: 204 Subject By Date Project Name/Number., retaining wal Title The Noel Residence Page 6 Dsgnc Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 14-8 No Seismic Loads (ALT. FTG.) This Walt in File: z:1enh grouplonedrive - jenh group\jenh grouplol desigrr\01 jerth group projectsi.2 RetSinPro (C)1587-2013, CUSp 11.19.11.12 License: KW-056875 Cantilevered Retaining Wail Code: CBC 2016,ACI 318..14,ACI 63013 License To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 it ?c 3,000 PSI Heel Width 1.58 Fy = 60,000 PSI Total Footing Width 3.58 ft Footing Concrete Density 150.00 pcI FootlngThlckness = 15.00 in Min- As% = 0.0018 Key Width 8.00 in Reber Cover @ Top 2.00 in Key Depth 12.00 in @ Bottom 3.00 in Key Distance from Toe 2.00 ft Footing Design Results Tal Hard Factored Pressure 1,801 0 psI Mu': Upward 34.320 17 ft-# Mu': Downward 14.476 545 ft-# Mu: Design = 421 -205 fl-# Actual 1-Way Shear = 9.90 5.22 psi Allow I-Way Shear 82.16 82.16 psi Toe Reinforcing = # 5 Q 10.00 in Heel Reinforcing = # 5 @ 10.00 in Key Reinforcing = # 4@12.00in Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.47 in, Re@ 16.29 in, #7@ 22.21 in, #8@ 29.25 in, #9@ 37 Heel: #4 7.40 In, #5@ 11,47 In, #6@ 16.29 in, #7@ 22.21 In, #8@ 2925 in, #9@ 37 Key #44§ 13.88 in, 05@ 18 in, 06@ 18 in, #7@ 18 in, #8ti 181 Min footing T&S relnf Area 1.16 in2 Min footing T&S reinf Area per Ic 0.32 in2 JR If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in 46@ 16.30 in 06@ 32.59 in Footing Torsion, Tu 0.00 ft4bs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exce.ds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wail bending not considered) Soil Spring Reaction Modulus 250.0 poi Horizontal Deft @ Top of Wall (approximate only) 0,040 in The above catcuIallIs not valid if the heel soil bearing oressure exceeds that of the too, because the wall would then tend to rolate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 138 Of: 204 Subject By Date 6'-0" High Wall With No Seismic Loads (Alternate Footing): Project Name/Number: retaining we[ Title The Noel Residence Page: 1 Dsgnc Hung Nguyen, S.E. Date: 13 FEB 2020 Description.,,, TYPE 1.6.0 No Seismic Loads ALT FIG This Wall In File: z:\jenh group\onedrtve -jenh group\jenh groiip\01 design01 jonh group projects'2 RelatnPro (C) 1ti81.2019, Build 1119.11.12 LICflsCKW.CeO56973 Cantilevered Retaining Wall Code: coc 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTiNG GROUP Criteria I • L._ i Retained Height = 5.87 it Wall height above soil 0.33 ft Slope Behind Wall 0.00 Height of Soil over Too 12.00 in Water height over heel 0.0 it Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic. E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psf Soil Density, Heel 110.00 Pt Equivalent Fluid Pressure Method Soil Density. Toe 110.00 pcI Active Heel Pressure 35.0 psI/ft EootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 In Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel = 100.0 psI NOT Used To Resist Sliding & overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Surcharge Over Toe 100.0 NOT Used for Sliding & Overturning Axial Load Eccentricity 0.0 in Lateral Load Applied to Stem Lateral Load 0.0 #m Height to Top 0.00 ft Height to Bottom 0.00 it Load Type Wind (/V) servico evei Wind on Exposed Stem Wind on Exposed Stem 0.0 pet (Service Level) Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dial THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 139 Of: 204 Subject By Date Project Name/Number: retaining wall Title The Noel Residence Page: 2 Dsgnr; Hung Nguyen, S.E. Date: 13 FEB 2020 Description,,. TYPE 1-6'-W' No Seismic Loads ALT FIG This Wall in File; z.1jez1h group\onedrive - jenh groupjenh gmupO1 design01 jenh group projec\2 RetainPra (c) 1987.2019, Build 11.19.11.12 K Ucense: V.06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 F / W Weight Multiplier 0.3309 Added seismic base force = 108.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 140 Of: 204 Subject By Date Project Name/Number retaining wal Title The Noel Residence Page 3 Dsgar Hung Nguyen. S.E. Date: 13 FEB 2020 Description.... TYPE l-6'.0 No Seismic Loads ALT FIG This Wall in File; z:ienh group\onediive -jenh groupenh group101 design01 jenit group projectst2 RetainFro (c} 1987-2019, Build 11.19.11.12 Llcease:KW.06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning 1.68 OK Sliding 1.51 OK Soil Bearing Total Bearing Load 2,682 lbs resultant ecc. 9.55 in Soil Pressure @ Toe 1,346 psI OK Soil Pressure @ Heel 0 psf OK Allowable 3,500 psI Soil Pressure Less Than Allowable AC Factored © Toe 2,135 psI ACI Factored @ Heel 0 psI Footing ShearToe 15.1 psi OK Footing Shear @ Heel 8.9 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces EQLSS Lateral Forces Force Soil Over Heel (above water table, if arty) 987.4 lbs Heel Active Pressure (above water table, if any) 837.8 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, If any) 0.0 Water Over Heal 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 'Heel Alive Pressure 837.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 220.2 Surcharge Over Heel 0.0 Adjacent Footing 332.9 Adjacent Footing Load 43.2 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem ' Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-welght 108.1 Stem Weight(s) 467.9 Lateral on Kay 452.2 Earth @ Stem Transitions 0.0 Totals e 1,951.1 the Footing Weight 796.9 Key Weight 166.7 includes water table effect Veil. Component ** 0.0 Total Vertical Loads 2,682.0 lbs Axial live toad NOT Included In total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Sliding Force 1,951.1 lbs lass 100% Passive Force - 2,151.0 lbs less 100% Friction Force 804.6 lbs Added Force Req'd 0.0 lbs 014 ....tor 1.5 Stability 0.1) lbs OP Vertical component 01 active lateral soil pressure IS NOT considered In the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 141 Of: 204 Subject By Date Project Name/Nu mber : retaining wal Title The Noel Residence Page: 4 Dagnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE l.6.O" No Seismic Loads ALT FIG This Wall in File: z"jenh groupt.onedrlve jenh group\jenti grotsp\01 design\01 jenh group project&2 Ret5nPro (0) 19972O.19, Buitd 11.19.11.12 ucense; Kwotssi Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Resisting Moments Resisting Moments Eg= Distance Moment Soil Over Heel (above water lablet, if any) 987.4 lbs 3.46 ft 3,414.81t4 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 987.4 3.46 3,414.8 Sloped 90)1 Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 43.2 4.04 174.6 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 467.9 2.33 1,091.8 Earth 0 Stem Transitions 0.0 Fooling Weight 796.9 2.13 1,693.4 Key Weight 166.7 2.33 388.9 Vert. Component 0.0 Total Vertical Loads 2,682.0 lbs Resisting Moment 6.9833 ft'# EccentrIcity 12.9 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but Is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 837.8 lbs 2.31 ft 1,932.2 fl-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 220.2 3.46 761.6 Adjacent Footing 332.9 3.05 1,013.7 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 108.1 4.25 459.3 Totals 1,498,9 lbs Overturning Moment 4,166.8 ft4 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 142 O 2 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 6 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 14-0" No Seismic Loads ALT FTG This Wall in File: zienh group\onedrive - jenh groupjenh groupWl design01 jenh group projects\2 Cantilevered Retaining Wan Code: CBC2O16ACI 318-14.ACI 53013 License To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 It fc 3,000 psi Heel Width 2.25 Fy 60,000 psi Total Footing Width 4.25 it Footing Concrete Density = 150.00 pcI Footing ThIckness 15.00 In Mm. As % 0.0018 Key Width 8.00 in Rebar Cover a TOP 2.00 In Key Depth 20.00 In @ Bottom 3.00 In Key Distance from Toe 2.00 It Footing Design Results 1112 tw Factored Pressure 2,135 0 psf Mu': Upward 42,680 205 ft-# Mu'.* Downward 14,476 1,720 ft-# Mu: Design = 797 -464 ft-# Actual I-Way Shear 15.05 8.85 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing #5 @ 10.00 in Heel Reinforcing = #5 10.00 in Key Reinforcing #4 10.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.47 in, 46 16.29 in, VQ 22.21 in, #8@ 29.25 in, A-9@ 37 Heel: 94t 7.40 in. #5@ 11.47 in. #6@ 16.29 in. #7@ 22.21 in, #8@ 29.25 in, #9@ 37 Key: #4l 10.6 in, #5@ 16.43 n,5@ 18 in,7l IS in #8 I Min tooting T&S reinf Area 1.38 in2 Min footing T&S reinf Area per fc 0.32 1ri2 )ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 In #4@ 14.81 in #5@11.48iri #5@22.96un #6@ 16,30 in #&© 32.59 in Footing Torsion. Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion .xcoeds allowable, provide supplemental design for footing torsion. Tilt H,izontaI Deflection at ToD of Will due to settlement of soil (Deflection due to wall bending not consIdered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.053 in The-above, calculation knot valid It heel soil bearing eressure exceeds that of the. toe, because the wail would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 143 Of: 204 Subject By Date Project NainolNumber: retaining we] Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description.... TYPE 14'.O° No Seismic Loads ALT FTG This Wall In File: zenh gr .onedrive ]enh groupisnh group\O1 deslgn01 Jenh group proJec*s\2 *erainPro (c) 19871019, Build 11,19.11,12 License: Kw06056513 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Stem OK Design Height Above Ftg it 0.00 Well Materiel Above HI Masonry Design Method LRED Thickness = 8.00 Reber Size = # $ Reber Spacing 16.00 Reber Placed at Edge Design Data tb/FE + la/Fe = 0.786 Total Force @ Section Service Level lbs = Strength Level lbs 1,784.2 Moment,.. Actual Service Level ft-# Strength Leve ft-# = 3,992.6 Momeni.....Allowable = 5,070.5 Shear ..... Actual Service Level psi Strength Levi psi & 19.5 Shear .....Allowable psi = 80.5 Anet 1n2 = 91.60 Reber Depth 'd' in = 525 Masonry Data I'm psi = 2,000 Fy psi 60,000 Sold Grouting Yes ModularRatlo'n' 18.11 Wall Weight psi 78.0 Equlv Solid Thick. In 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data fe psi= Fy psl= ('n*ilavprørl Pptjninri Will ,-or' ')IiIC Af'I 240 IA AI'I c~n 4q 0.33 If 0.00 12.00 in 0.0 it THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 144 I0f 204 Subject By Date 7'-4" High Wall With No Seismic Loads (Alternate Footing): Project Name/Number: retaining wal Title The Noel Residence Page: 1 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE I-T-4" No Seismic Loads ALT FTG This Wall in File; Load Factors Building Code CBC 2016.ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psi Soil Density, Heel = 110.00 PCf Equivalent Fluid Pressure Method Soil Density. Too = 110.00 pet Active Heel Pressure = 35.0 psI/ft FootingliSoil Friction 0.300 Soil height to ignore for passive pressure 12.00 in Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100,0 pat Surcharge Over Toe 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 In Axial Uwe Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 /11(1 ...Height to Top 0.00 ft ...Height to Bottom 0.00 it Load Type Wind (W) ioervce LCVOI) Wind on Exposed Stem Wind on Exposed Stem 0.0 psf (Service Level) Adjacent Footing Load Adjacent Fooling Load = 1,000.0 lbs Fooling Type Line Load Fooling Width = 1.00 It Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 1.0 ft Wall to Ftg CL Dist 5.00 ft Polssons Ratio = 0.300 THE NOEL RESIDENCE Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 145 Of: 204 Subject By Date THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 146 Of: 204 Subject By Date Project NamelNumber: retaining wal - Title The Noel Residence Page: 2 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description..,. TYPE 1-7'.4' No Seismic Loads ALT FIG This Walt in File: z:enh grouplonednve -jenh gmup\jenh group0l deign\01 jenti group projectsl2 RetalnPro c} 1987-2019, Build 11.19.11.12 Ucenae:KW-06056873 Cantlievered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load F 1W p Weight Multiplier 0.330g Added seismic base force r 132.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 147 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 3 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE I.T-4" No Seismic Loads ALT FiG This Wall in File: z..ljerrh group\onedrrve - jenPr grouptenh grouplol design01 jenh group projects\2 RetainPro (c) 1997-2019, Build 11.19.11.12 Ucunse KV46055573 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To SMR CONSULTING GROUP Walt Design Summary Stability Ratios IBC'09 & CBC'IO. 1807.2.1 applied Overturning 2.06 OK Sliding 1.56 OK Soil Bearing Total Bearing Load 4.188 lbs ...resultant ccc. 8.35 in Soil Pressure® Toe 1.432 psi OK Soil Pressure ® Heel 163 psi OK Allowable 3.500 psi Soil Pressure Less Than Allowable ACt Factored @ Toe 2.224 lost ACI Factored @ Heel 254 psi Footing Shear® Toe 18.7 pi OK Footing Sheer® Heel 9.8 psi OK Allowable $2.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces &= Lateral Forces Soil Over Heel (above water table, if any) 1,989.2 lbs Heel Active Pressure (above water table, if any) Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) Water Over Haul 0.0 Hydrostatic Force Buoyant Force 0.0 * Heel Active Pressure Sloped Soil Over Heel 0.0 Surcharge over Heel Surcharge Over Heel 0.0 Adjacent Fooling Adjacent Footing Load 189.4 Surcharge Over Toe Axial Dead Load on Stem 0.0 Load ® Stem Above Soil Axial Live Load on Slam * Omit Added Lateral Load Soil Over Toe 220.0 Seismic Load Surcharge Over Toe 0.0 SeIsmIc-Salt-weIght Stem Weight(s) 571.7 Lateral on Key Earth® Stem Transitions 0.0 Totals = Footing Weight 984.4 Key Weight 233.3 includes water table effect Van Component ** 0.0 Total Vertical Loads 4,188.0 lbs Axial live load NOT Included In total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calcs Lateral Slitting Force 2,733.9 lbs less 100% Passive Force - 3,001.0 lbs less 100% Friction Force - 1,256.4 lbs Added Force Req'd = 0.0 lbs ON for 1.5 Stability = 0.0 lbs 014 Vertical component of active lateral sell pressure IS NOT considered In the calculalion of soil bearing pressures. Force 1,191.1 lbs 0.0 0,0 1,191.1 262.5 379.2 0.0 0.0 0.0 0.0 132.1 769.0 2,733.9 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 148 1 Of: 204 Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page: 4 Dsgnr. Hung Nguyen, S.E. Date: 14 FEB 2020 Description..,. TYPE 1.7.4" No Seismic Loads ALT FTG This Wall in rile: z\jenh groeponedrive - jenh group\jenh group0l design\01 jenh group projects\2 RetainPro (c) 1987-2019 Build 11.19.11.12 License: KW-0E056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table. if any) 1,989.2 lbs 3.96 ft 7,873.8ft.# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,989.2 3.96 7,873.8 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 189.4 4.21 797.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 571.7 2.33 1,334.1 Earth @ Stem Transitions 0.0 Fooling Weight 984.4 2.63 2,584.0 Key Weight 233.3 2.33 544.4 Vert. Component 0.0 Total Vertical Loads 4,188.0 lbs Resisting Moment 13,353.3 ft# Eccentricity 11.9 in 'Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments fqM Distance Moment Heel Active Pressure (above water table, if any) 1,191.1 lbs 2.75 it 3,275.5 ft-lI Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 262.5 4.13 1,082.8 Adjacent Footing 379.2 3.93 1,488.8 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 132.1 4.92 649.1 Totals 1,964.8 lbs Overturning Moment 6,496.2 It-lI THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.F 02/14/20 Page: 149 Of: 204 Subject By Date Protect Name/Number : retaining wal Title The Noel Residence Page: 5 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE I.7-4" No Seismic Loads ALT FIG This Wall In File: z:enh group\onednvo - jenh group\jenh groiip0I dQsign\01 jenh group proecIs'.2 RetainPm(c)19872019, Build 11.19.11.12 Llceneo;KW05058673 Cantilevered Retaining Wall Code: C8C2016.ACi 318-14,ACI 530-13 License To: SMR CONSULTiNG GROUP Stem Design Summary Bottom Stem OX Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" Masonry Design Method LRFO Thickness 8.00 Rebar Size = # 7 Rebar Spacing = 8.00 Reber Placed at Edge Design Data lbIFB + fa/Fa 0.459 Total Force § Section Service Level lbs = Stfengm Level lbs = 2,454.8 Moment Actual Service Level 1t41 Strength Level ft-4 & 6,805.4 Moment ..... Allowable 14,934.4 Shear ..... Actual Service Level psi = Strength Leve psi = 26.8 Shear. .... Allowable psi = 80.5 Abet 1n2 = 91.50 Rebar Depth d In = 5.25 Masonry Data I'm psi m 2.000 Fy psi m 60.000 Solid Grouting m Yes Modular Ration! 16.11 Wall Weight psi = 78.0 Equiv. Solid Thick. In = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data ----•-- rc psl= Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 150 Of: 204 Subject By Date Project Name/Number retaining wat Title The Noel Residence Page 6 Dsgnr: Hung Nguyen, S.E. Data 14 FEB 2020 Description.... TYPE 1-7'-4' No Seismic Loads ALT FIG This Wall in F!. z:\Jenh grouponedrIva - Jenh groupenh group\01 deslgn01 jenh group ltetalnl'ro(cJ 1ss(-u1tJ, UUIIa11.la.11.1L Ucense KW-06O5U73 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Ucensa To: SMR CONSULTING GROUP Footing Data Toe Width 200 it fc 3,000 psi Heel Width 3.25 Fy 80,000 psi Total Fooling Width 5.25 It Footing Concrete Density = 150.00 pot Fooling Thickness 15.00 in Mm, As % 00018 Key Width 8.00 in Rebar Cover @ lop 2.00 in Key Depth 28.00 in @ Bottom 3.00 in Key Distance from Toe = 2.00 it Footing Design Results 12ft maw Factored Pressure 2224 254 psf Mu': Upward 47,377 1,925 ft-# Mu': Downward 14,476 4,931 R-# Mu: Design 1,272 -797 ft-# Actual I-Way Shear 1867 9.82 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing #5@ 10.00 in Heel Reinforcing #5 @ 10.00 in Key Reinforcing = #5 @ 7.00 in Other Acceptable Sizes & Spacings Toe: 94@ 7.40 in, #5@ 11.47 in. #6@ 16.29 in, #7@ 22.21 in, #84,i 29.25 in, #9@ 37 Heel: 04@ 7.40 in. NSQ 11,47 in, 46l 16,29 in, 47l 22,21 in, #8@ 29.25 in, 0 37 Key: #4@ 5.08 in, #5© 7.88 in, #6@ 11.19 in. #7 15,26 in. # Min fooling T&S reinf Area 1.70 in2 Mn footing T&S reini Area per fc 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: 94@ 7.41 in 94@ 14.81 In #S@ 11.48 in #5@ 22.96 in #6ri 16.30 in #6@ 32.59 in Fooling Torsion. lu 0.00 ft-lbs Fooling Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.056 In The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Subject By Date 7'-4" High Wall With Seismic Loads (Alternate Footing): Project Name/Number retaining wet Title The Noel Residence Osgnr: Hung Nguyen, S.E. Description.... TYPE l-7'.4 with Seismic Loads ALT FIG This Wall in File; z:ljenh grouponednve - (eel, groupt4enh group\01 design0 1 (miii group p0ject512 Page: 151 Of: 204 Page; 1 Date: 13 FEB 2020 Cantilevered Retaining Wail Code: CBC 2016,AC1318-14,AC1530-13 Ucense (c) 11987-20,119, Build 11.19.11.12 KW.06056873 License To SMR CONSULTING GROUP Wall height above soil 0.3311 Slope Behind Wall 0.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 11 Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3500.0 psi Soil Density, Heel 110.00 P Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psttft FootingliSoil Friction 0.300 Soil height to ignore for passive pressure 12.00 In Passive Pressure 300.0 psi/ft Surcharge Loads Surcharge Over Heel 100.0 psf Surcharge Over Toe 100.0 NOT Used To Resist Sliding & Overturning NOT Used for Sliding 8. Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 ti/ft ...Height to Top 0.00 It ...Heighl to Bottom 0.00 ft Load Type Wind (W) tsevce iavaij Wind on Exposed Stem Wind on Exposed Stem 0.0 psI (Service Level) Adjacent Footing Load Adjacent Fooling Load 1.000,0 lbs Fooling Type Line Load Fooling Width 1.00 it Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall 1.0 It Wall to Ftg CL Dist 5.00 it Poisson's Ratio = 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 152 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 2 Dsgrrr Hung Nguyen, S.E. Date: 13 FEB 2020 Description. TYPE 1-7'.4" with Seismic Loads ALT FTG ('cntilnuøretI Rtsiininrs WII ,-'o,- A.I 1240 ii Ae4 CIA 11) Method : Mononobe-Okab&Seed.Whlunan Design Kh 0.330 g Using Monoriobe-Okabe I Seed-Whitman procedure Stem Weight Seismic Load /W p Weight Multiplier = 0.3309 Kee for seismic earth pressure 0,467 Ka for static earth pressure 0.232 Difference: Kee - Ka 0.236 Added seismic base force = 862.6 lbs Added seismic base force = 132.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Subject By Date Project WarnelNumber: retaining wal Title The Noel Residence Dsgnr, Hung Nguyen, S.E. Description.... TYPE 1-7'4" with Seismic Loads ALT FIG This Wall in rile: z:\ienh orouihonedrive - Page: 153 Of: 204 Page 3 Dale: 13 FEB 2020 3 '•' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP --- Wall Design Summary Stability Ratios IBC'09 & cBC'lo, 1807.2.1 applied Overturning = 123 Ratio < 1.51 Sliding = 1.18 Ratio< 1.5? Soil Bearing Total Bearing Load = 4,188 lbs resultant ecc. 20.87 in Soil Pressure @ Toe 3,151 psf OK Soil Pressure @ Heel = 0 psI OK Allowable = 3,500 psI Soil Pressure Less Than Allowable AC Factored Q Toe = 4,894 psI ACI Factored @ Heel = 0 psI Fooling Shear Q Toe 36.10 OK Footing Shear @ Heel = 22.60 OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces E2= Lateral Fortes Soil Over Heel (above water table, if any) 1,989,2 lbs Heel Active Pressure (above water table, if any) Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) Water Over Hl 0.0 Hydrostatic Force Buoyant Force 0.0 • Heel Active Pressure Sloped Soil Over Heel 0.0 Surcharge over Heel Surcharge Over Heel 0.0 Adjacent Footing Adjacent Fooling Load 189.4 Surcharge Over Toe Axial Dead Load on Stem 0.0 Load @ Stem Above Sot Axial Live Load on Stan, • Omit Added Lateral Load Soil Over Toe 220.0 SatanIc Load Surcharge Over Toe 0.0 Seismic-Self-weight Stem WeIght(s) 571.7 Lateral on Key Earth @ Stem Transitions 0.0 Totals - Footing Weight 984.4 Kay Weight 233.3 includes water table effect Vert. Component ** 0.0 Total Vertical Loads 4J88.0 lbs Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force 3,616.4 lbs less 100% Passive Force 3,001.0 lbs less 100% Friction Force 1,256.4 lbs Added Force Req'd 0.0 lbs OP .... for l,5Stability 1,167.2 lbs NC Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Force 1,191.1 lbs 0.0 0.0 1,191.1 262.5 379.2 0.0 0.0 0.0 882.6 132.1 769.0 3,616.4 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 154 1 Of: 204 Subject By Date Project NamelNumber: retaining wal Tite The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 13 FEB 2020 Description, TYPE I-T4' with Seismic Loads ALT FTG This Wall in File: z.tjenh gmup.onedrive . jenh grouptjenh group\01 designiOl jenh group projects12 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, If any) 1,989.2 lbs 3.98 ft 7,873.8114 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 1,989.2 3.96 7,873.8 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 189.4 4.21 797.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 671.7 2.33 1,334.1 Earth @ Stem Transitions 0.0 Footing Weight 984.4 2.63 2,584.0 Key Weight 233.3 2.33 544.4 Vert. Component 0.0 Total Vertical Loads 4,188.0 lbs Resisting Moment 13.353,3 114 Eccentricity 24.4 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is Included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 1,191.1 lbs 2.75 ft 3,275.5 ft-ft Heel Active Pressure (below water table, it any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 262.5 4.13 1,082.8 Adjacent Footing 379.2 3.93 1,488.8 Surcharge Over Toe 0.0 Load © Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 882.6 4.95 4,368.7 Seismic-Self-weight 132.1 492 649.1 Totals • 2,847.4 lbs Overturning Moment 10,865.0 ft.# THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 155 Of: 204 Subject By Date Project NanieiNumber: retaining wal Title The Noel Residence Page 5 Dsgnr Hung Nguyen, S.E. Date 13 FEB 2020 Description.... TYPE 1.74 with Seismic Loads ALT FTC This Walt In File: z:\enh grouponodrive - Ieth group\jenh grcup01 deslgn\01 IerthrouP prolects\2 RetainPro Ic) 1987-2019, Build 1119.11.12 License: KW060s6873 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary Bottom Stem OK Design Height Above Fig It 0.00 Wail Material Above I-It" Masonry Design Method LRFD Thickness = 8.00 Rebar Size # 7 Rebar Spacing 8,00 Rebar Placed at Edge Design Data lbIFB + fa/Fa 0.822 Total Force a Section Service level lbs Strenglh Level lbs = 3,161.9 Moment ... Actual Service Level ft-# = Strength Leve ft-0 = 12.295.2 Moment.....Allowable = 14,934.4 Shear. .. .Actual Service Level psi Strength leve psi = 41.1 Shear ..... Allowable psi = 80.5 Anet 1n2 = 91.50 Rebar Depth 'd' in = 5.25 Masonry Data rm psi = 2,000 Fy psi = 80.000 Solid Grouting =Yes Modular RatIon' 16.11 Wail Weight psI = 78.0 Equiv. Solid Thick. In 7.60 Masonry Black Type = Medium Weight Masonry Design Method = LRFD Concrete Data rc p51= Fy ps1 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 156 1 Of: 204 Subject By Date Project Name/Number: retaining wai Title The Noel Residence Page: 6 Osgnr: Hung Nguyen, S.E. Date; 13 FEB 2020 Description.... TYPE i-T-4" with Seismic Loads ALT FTG This Wall in File; z1jen.h group\orredrive - jenh grouptjerth group\O1 design01 jenh group projects\2 RetainPro (c) 1997-2019, Build 11.19.11.12 KW.05056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACi 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width = 2.00 ft rc 3.000 psi Heel Width 3.25 Fy 60,000 psi Total Footing Width 5.25 It Footing Concrete Density = 150.00 pcf Fooling Thickness 15.00 in Mm. As % = 0.0018 Key Width 8.00 In Rebar Cover @ Top 2.00 in Key Depth = 28,00 in @ Bottom 3.00 in Key Distance from Toe = 2.00 It Footing Design Results LU Heel Factored Pressure 4,894 0 psf Mu': Upward 88,002 0 ft-# Mu': Downward 14,476 4,931 ft-# Mu: Design = 1,272 -797 114 Actual l -Way Shear 36.12 22.54 psi Allow 1-Way Shear 82.16 82,16 psi Toe Reinforcing = #5 @ 10.00 In Heel Reinforcing = #5 @ 10.00 In Key Reinforcing = # 6 @ 7.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.40 In, #5@ 11.47 in, #6@ 16.29 In, VQ 22.21 In, #8Q 29.25 In, #9cm 37 Heel; #4@ 7.40 in, #5@ 11.47 in, #6@ 16.29 in, #7lt 22.21 in, #8@ 29.25 in, #9@ 37 Key: #4i 5.08 In. #5i 7.88 In. #6( 11.19 In. #7@ 15.26 In, # Min footing T&S relnf Area 1.70 1n2 Min footing T&S remnf Area per fc 0.32 1n2 ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Footing Torsion, Tv 0.00 ft-lbs Footing Allow, Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Walt (approximate only) 0.122 in The above calculation is not valid If the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Subject By Date 8'-8" High Wall With No Seismic Loads (Alternate Footing): Page: 157 1 Of: 204 Project NamelNumber: retaining wal Title The Noel Residence Page: 1 Dsgrw Hung Nguyen, S.E. Date: 14 FEB 2020 Descriplior,.... TYPE 114'.8 No Seismic ALT. FTG. This Wall in File: zjenh grouponedrive - jenh groupenh group01 design\01 jeati group projeclsl2 Relainpro (c) 1987.2019, Build 11.19.11.12 LIc*fls* Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Criteria Retained Height Height 8.33 it Wall height above soil 0.33 it Slope Behind Wall 0.00 Height of Soil over Toe 12.00 in Wafer height over heel 0.0 it Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Mow Soil Bearing 3,500.0 psi Soil Density, Heel 110.00 PC1 Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pot Active Heel Pressure 35.0 psi/ft Footinglisoil Friction 0.300 Soil height to ignore for passive pressure 12.00 In Passive Pressure 300.0 psi/ft Surcharge Loads Surcharge Over Heel 100.0 psi NOT Used To Resist Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Surcharge Over Toe 100.0 psi NOT Used for Sliding & Overturning Axial Load Eccentricity 0.0 in Lateral Load Applied to Stem Lateral Load 0.0 #Ift Height to Top 0.00 it Height to Bottom 0.00 it Load Type Wind (W) fOFViCO Levelf Wind on Exposed Stem Wind on Exposed Stem 0.0 psi (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Footing Width 1.00 It Base Above/Below Soil Eccentricity 0.00 in at Back of Wall 1.0 it Wall to Fig CL Dist 5.00 4 Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 158 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page 2 Dsgnc Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE II-8'-8" No Seismic ALT. FTG. This Wall in File: z:ljenh group\onedrive .jenh groupenh group\01 designt.01 jenh group p0ject512 RetalnPvo(c)1557.2019, Build 11.19 11.12 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load I W Weight Multiplier = 0.30 g Added seismic base force = 205.7 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 159 Of: 204 Subject By Date Project Nam&Numbor: retaining wall Title The Noel Residence Page 3 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE II-8-8 No Seismic ALT. FTO. This Wall in Cantilevered Retaining Wall code: CBC 2018,ACI 318-14,ACI 530-13 Icenso To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios lBC'09 & C8C'10, 1801.2.1 applied Overturning = 2.38 OK Sliding 1.56 OK Soil Bearing Total Bearing Load 6,714 lbs resultant ecc. = 9.25 in Soil Pressure @ Toe = 1.768 psf OK Soil Pressure @ Heel = 298 psf OK Allowable 3,500 psf Soil Pressure Loss Than Allowable ACI Factored @ Toe 2,677 psf ACI Factored @ Heel 452 psf Footing Shear @ Toe = 17.2 psi OK Footing Shear @ Heel 8.5 pal OK Allowable = 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Force Force Lateral Forces Soil Over Heel (above water table, if any) 3,207.1 lbs Heel Active Pressure (above water table, If any) 1,748.8 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 1748.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 31811 Surcharge Over Heel 0.0 Adjacent Footing 422.8 Adjacent Footing Load 287.7 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stern Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 205,7 Stem Weight(s) 890.3 Lateral on Key 911,7 Earth @ Stern Transitions 134.2 Totals 3,607.0 lbs Footing Weight 1,625.0 Key Weight 350.0 'Includes water table effect Vert, Component ** 0.0 Total Vertical Loads 6.714,3 lbs Axial live load NOT included in total displayed , or used for overturning or slIding resistance, but is Included for soil pressure calculations. Sliding Calcs Lateral Stding Force 3.607,0 lbs less 100% Passive Force - 3,600.0 lbs less 100% Friction Force - 2,014.3 lbs Added Force Recd 0.0 lbs Oi ....for 1.5 Stability 0.0 lbs 01' Vertical oornportent of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 160 1 §E204 ] Subject By Date Project NamelNumber: retaining wal Title The Noel Residence Page 4 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 11.8'-8'No Seismic ALT. FTC. This Wall in File: z:ljenh group\onedrlve jenh group'enh group\01 designt.01 jenh group proJects2 RetainFro (c) 1897-2019, uiid 11.19.11.12 Licsns5 ,cw.oseai Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACI 530-13 Resisting Moments Resisting Moments E.Q= Distance Moment Soil Over Heel (above water table, If any) 3,207.1 lbs 4.75 it 15,233.511-4 Soil Over Heel (below water table, If any) 0.0 Water Table 0.0 Soil Over Heel 3,207.1 4.75 15,233,5 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 287.7 4.75 1,366.6 Axial Dead Load on Stem 0.0 Axial live Load on Stem * 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem WeIght(s) 890.3 2.44 2,173.9 Earth @ Stem Transitions 134.2 2.83 380.2 Footing Weight 1,625.0 3.25 5,281.3 Key Weight 350.0 2.50 875.0 Vert. Component 0.0 Total Vertical Loads 6,714.3 lbs Resisting Moment 25.530,5 (14 Eccentricity 12.6 In Axial live load NOT Included in total displayed, or used for overturning or sliding resistance, but Is Included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, If any) 1,7488 lbs 3.33 ft 5,827.5 ft4 Heel Active Pressure (below water table, ifany) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 318.1 5.00 1,589.8 Adjacent Footing 422.6 5.19 2,193.1 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Selr-weight 205.7 5.52 1,134.3 Totals = 2,695.3 lbs Overturning Moment 10,744.7 ft4( THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 161 Of: 204 Subject By Date Project Name/Number retaining wal Title The Noel Residence Page 5 Dsgnr. Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 11-8-8 No Seismic ALT. FTG. This Wall in File: z:enh grouplonedilve -jenh group\jenh group\01 desigM01 jenh group projectsl2 RetatnPro (Cl 1987.2019, Build 11.19.11.12 Ucensc:KW-09056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 License To: MR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft 4.67 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 Reber Size # & # 6 Rebar Spacing 16.00 8.00 Reba, Placed at Edge Edge Design Data IbJFB + fa/Fa 0,258 0.459 Total Force @ Section Service Level lbs Strength Level lbs 912.0 3,271.2 Moment. Actual Service Level tt-# Strength Love 841 1,313.5 10,722.3 Moment ...... .Allowable ft-# 5.070.5 23326.9 Shear, ,,,Actual Service Level psi Strength Love psi 10.0 23.4 Shear Allowable psi 80.5 80.5 Met 1n2 = 91.50 139.50 Reber Depth d in = 5.25 9.00 Masonry Data Fm psi = 2.000 2000 Fy psi = 60.000 60.000 Solid Grouting = Yes Yes MoclularRatio'n' = 16.11 16.11 Watt Weight psi = 78.0 124.0 Equiv. Solid Thick, In = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data f'c psi = Fy psi F, THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 162 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 6 Dsgnr: Hung Nguyen, SE. Date: 14 FEB 2020 - Description.... TYPE 11-84" No Seismic ALT. FTG. This Wall in File: 21Jenh group\oeedrlve - jsnh groiJp\.snh group\O1 daslgn%01 jenh group projects\2 RetainPro(c) 1997.2019, Build License; K 5.09058873 11.1911.12 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 8 to 3,000 psi Heel Width = 4.50 Fy = 60,000 psi Total Fooling Width 6.50 It Footing Concrete Density = 150.00 pot Footing Thickness 20,00 in Mm. As % = 0.0018 Key Width = 12.00 in Reber Cover @ Top = 2.00 in Key Depth = 28.00 in ii Bottom = 3.00 in Key Distance from Toe Footing Design Results TOO hod Factored Pressure 2,677 452 psI Mu: Upward = 58,778 5,214 ft-# Mu': Downward 17.760 10.917 ff4 Mu: Design 1,649 -1,3.34 ft4 Actual I-Way Shear 17.16 8.48 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing #6 © 12.00 in Heel Reinforcing #6 @ 12.00 in Key Reinforcing #4 @ 9.00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.55 in. #5 8.60 in. #8@ 12.21 in, #7@ 16.66 in, #8@ 21.93 in, #9@ 27. Heel: #4@ 5.55 In. #5l 8.60 in, #6@ 12.21 In, #7@ 16.66 in, #8@ 21.93 in, #9@ 27. Key: #4© 9.25 in, #5@ 14,34 in, #6© 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 2.81 in2 Min footing T&S reinf Area per fc 0.43 In2 1ff If one layer of horizontal bars: If two layers of horizontal bars: #4t 5.56 in #4@ 11.11 in #5l 8.61 in #5@ 17.22 in #6@ 12.22 in 46@ 24.44 in Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs It torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.065 In The aboye calculation is not valid if the heal soil bearing pressure exceeds that of the toe. because the well would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 163 1 Of: 204 Subject By Date 8'-8" High Wall With Seismic Loads (Alternate Footing): Project NamelNumber: retaining wet Title The Noel Residence Page: 1 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE lI-8'-8 With Seismic ALT. FIG. This Wall in File: z:ljenh grouponednve - jesrh 9roupjenh Woup\01 design1 jenh group projectsl2 RetainPro (c) 1987-2019, Build 11.19.11.12 License: KW-06058873 Cantilevered Retaining Wall Code: CBC 2016,ACI 31 B-14,ACI 530-13 License To : SMR CONSULTING GROUP Criteria Retained Height 8.33 it Well height above soil = 0.33 ft Slope Behind Wall 0.00 Height of Soil over Toe 12.00 in Water height over heel = 0.0 it Load Factors Building code coc 2016,AcI Dead Load 1200 Live Load 1.600 Earth, H 1.600 Wlnd,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500.0 psI Soil Density, Heel 110.00 Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcI Active Heel Pressure 35.0 psf/ft Footing((SoH Friction = 0.300 Soil height to ignore for passive pressure 12,00 In Passive Pressure = 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100.0 paf Surcharge Over Toe 100.0 psI NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 In Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0 0/ft Height to Top 010011 Height to Bottom 0.00 ft Load type = Wind (W) (erv1ce iever Wind on Exposed Stem Wind on Exposed Stem C 0.0 pat (Service Level) Adjacent Footing Load Adjacent Fooling Load 0 1,000.0 lbs Footing Type Line Load Footing Width = 1.00 it Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 1.0 it Well to Fill CL Dist 5.00 it Poisson's Ratio = 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 164 1 Of: 204 Subject By Date THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 165 1 K204 ] Subject By Date Project Mama/Number retaining wal Title The Noel Residence Page: 2 Dsgnr: Hung Nguyen, S.E. Data: 14 FEB 2020 Description..., TYPE 1I.8-8" With Seismic ALT. FTG. This Wail in File: zfjenh grouponedrlva - Jenh grotipijerib gtoup\01 designiol jenh group projects\2 RetalnPro c) 5957.2019, BuId 11.19.11.15 License: Kw-05056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Earth Pressure Seismic Load Method : Mononobe-Okabe/Seed-Whitmen Design Kh 0.330 g Kac for seismic earth pressure = 0.467 Using Mononobe-Okabe / Seed-Whitman procedure Ka for stalk earth pressure 0.232 Difference: Kae- Ks 0.236 Added seismic base force 1295.8 lbs Stem Weight Seismic Load / W Weight Multiplier = 0,3309 Added seismic base force = 205.7 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 166 1 Of: 204 Subject By Date in File: zijenh qiotwonedrive - Project Name/Number: retaining wal Title The Noel Residence Dsgnr: Hung Nguyen, S.E. Descnption.. TYPE li-8'-8" With Seismic ALT. FIG. Page: 3 Date: 14 FEB 2020 I-, '' ', M''" ' •. •. ceflse : Kw-osasasls Cantilevered Retaining Wail Code: CSC 2018,ACI 318-14,ACI 530-13 Icense To: SMR CONSULTING GROUP Wail Design Summary Stability Ratios lB(09 & CC'10, 1807.2.1 applied Overturning = 1.38 Ratio C 1.51 Sliding 1.15 Ratio C 1.5! Soil Rearing Total Bearing Load 6.714 lbs ...resultant ecc. 23.14 in Soil Pressure @ Toe 3,386 psf OK Soil Pressure @ Heel 0 psf OK Allowable 3,500 psf Soil Pressure Less Than Allowable AC! Factored @ Toe 5.129 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 32.3 psi OK Footing Shear @ Heel 23.1 psi OK Allowable 82.2 p51 Sliding Resisting Forces Sliding Forces Vertical Forces E= Lateral Forces Force Soil Over Heel (above water table. If any) 3,207.1 lbs Heel Active Pressure (above water labia. If any) 1,748.8 lbs Soil Over Heel (below water table, It any) 0.0 Heal Active Pressure (below water table, if any) 00 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 1,748.8 Sloped Soil Over Heel 0.0 Surcharge over Heel 318.1 Surcharge Over Heel 0.0 Adjacent Fooling 422.8 Adjacent Footing Load 287.7 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem ' Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 1.295,8 Surcharge Over Toe 0.0 Seismic-Self-weighl 206.7 Stem Weight(s) 890.3 Lateral on Key 911.7 Earth @ Stem Transitions 134,2 Totals = 4,902.9 lbs Footing Weight 1,625.0 Key Weight 350.0 *Includes water table effect Vert Component ** 0.0 Total Vertical Loads 6,714.3 lbs * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force 4,902.9 lbs less 100% Passive Force - 3,600.0 lbs lass 100% Friction Force = 2,014.3 lbs Added Force Req'd = 0.0 lbs 014 for 1.5 Stability = 1,740.0 lbs NC Vertical component of active lateral soil pressure IS HOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 167 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, SE. Date: 14 FEB 2020 Description.... TYPE 1148'-S' With Seismic ALT. FIG. This Wall in File: z11enh qroupt.onedrive - jenh groupljerth group01 deslgn\01 jenh group projacts\2 RstainPro(c) 198721119, Buitd 11.19.11.12 Ucensa K 548056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Resisting Moments Resisting Moments Eg= Distance Moment Soil Over Heel (above water table, if any) 3.207.1 lbs 4.75 ft 15,23 3. 511-# Soil Over Heal (below water table, if any) 0.0 Water labia 0.0 Soil Over Heel 3,207.1 4.76 15,233.5 Sloped Soil Over Heel 0.0 Surcharge Over Heal 0.0 Adjacent Footing Load 287.7 4.75 1386.6 Axial Dead Load on Siam 0.0 Axial Live Load on Stem • 0.0 Soil Over Toe 2204 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 890.3 2.44 2,173,9 Earth @ Stem Transitions 134.2 2.83 380.2 Fooling Weight 1,625.0 3.25 5,281.3 Key Weight 350.0 2.50 815.0 Veil. Component 0.0 Total Vertical Loads 6,714.3 lbs Resisting Moment 25.53.0.5 ft-# Eccentricity 26.5 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is Included for soil pressure calculations. Overturning Overturning Moments Overtumina Moments FQM Distance Moment Heel Active Pressure (above water table, it any) 1,748.8 lbs 3.33 ft 5,827.5 ft-# Heel Active Pressure (below water table, it any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 318.1 5.00 1,589.8 Adjacent Footing 422.8 5.19 2,193.1 Surcharge Over Toe 0.0 Load @ Stem Above Sell 0.0 Added Lateral Load 0.0 Seismic Load 1,295.8 6.00 7,772.5 Seismic-Self-weighl 205.7 5.52 1,134.3 Totals 3,991.2 Ibis Overturning Moment 18,517.2 ft4 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 168 1 Of: 204 Subject By Date Project Name/Number : retaining wal Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE Ii-8-8 With Seismic ALT FTG. This Wall in File: z:\Jsnh grouponedrlve - jenh groupijenh group01 deslgn\01 Ienh group prcecls2 RIelnPro(c) 1957•2519. u11d11'19'11'12 License; KW-06056873 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem 01< Stem OK Design Height Above Ftg ft = 4.67 0.00 Well Material Above "HI" Masonry Masonry Design Method LRFD LRFD Thickness = 8.00 12.00 Reber Size = 4 5 4 $ Reber Spacing 16.00 8.00 Reber Placed at = Edge Edge Design Data flIFB + fafFa 0.712 0.866 Total Force @ Section Service Level lbs Strength Level lbs = 1,959.8 5,171.7 Moment—Actual Service Level ft-# = Strength Lave ft-# = 3,614.5 20,221.1 Moment Allowable ft-# = 5,070.5 23,326.9 Shear ..... Actual Service Level psi = Strength Leve psi = 21.4 37.1 Shear Allowable psi = 80.5 80.5 Met 1n2 = 91.50 139.50 Rebar Depth 'd In = 5.25 9.00 Masonry Data Cm pi = 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes Modular Ratlon' = 16.11 16.11 Wall Weight Psi = 78.0 124.0 Equlv.SotldThick. In = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data Cc psi= Fy psl= THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 169 Of 204 Subject By Date Project NameiNumber: retaining wet Title The Noel Residence Page: 6 0sgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 114-11" With Seismic ALT. FTG. This Wall in File: z:'ienh group\onedrive -jenh groupenh group\01 design\01 jeith group p(ojectsl2 RetainPro Ic) 1987-2019, BuIld 11.19.11.12 Ucense : Kw-06056873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 license To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 it fc 3,000 psi Heel Width = 4.50 Fy 60,000 psi Total Footing Width 6.50 it Footing Concrete Density = 150.00 pd Fooling Thickness 20.00 In Mm. As % 0.0018 Kay Width = 12.00 In Rabar Cover @ Top = 2.00 In Kay Depth 28.00 In @ Bottom = 3.00 In Kay Distance from Toe 2.00 it Footing Design Results las lies! Factored Pressure 5,129 0 psi Mu': Upward 102.400 194 8-4 Mu': Downward 17,760 10,917 ft-# Mu: Design = 1,649 -1,334 8-4 Actual 1-Way Shear 32.32 23.12 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = 4 6 @ 12.00 in Heel Reinforcing = # 6 @ 12.00 in Key Reinforcing = #4 @9.00 in Other Acceptable Sizes & Spacings Toe: #@ 5.55 in, 05cm 8.80 In, 46@ 12.21 in, 07t 16.66 in, 08@ 21.93 in, 09@ 27. Heel: #4@ 5.55 In, #5@ 8.60 In, #6© 12.21 in, #7@ 16.66 in, #8@ 21.93 In, #9@ 27, Key: #@ 9.25 in, 65@ 14.34 in, #6@ 18 in, 01 18 in, #8@ 18 Min footing T&S reinl Area 2.81 1n2 Min looting T&S rein! Area per Ic 0.43 in2 ft lone layer of horizontal bars: Iftwo layers of horizontal bars: #4@ 5.56 in #4@ 11.11 In 45@ 8.61 in #5© 17.22 in #6@ 12.22 in #8@ 24.44 in Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0,00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Hprlzontai Deflection at Top of Wail due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.125 in The above calculation Is not valid if the heel colt bming pressure exceeds that of the toe, because the wall would, then tend to rotate Into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 170 Of: 204 Subject By Date 10'-0" High Wall With No Seismic Loads (Alternate Footing): Project NameiNumbar: retaining wal Title The Noel Residence Page: Dsgnr Hung Nguyen, S.E. (Date: 14 FEB 2020 Description.... TYPE U-10.0 No Seismic Load ALT. FTC. This Wall in File: z:1Jonh grouponedrtve - Ianh group\jenh group01 desigrAol Ienh group prolects\2 Retained Height 9,67 ft Wall height above soil 0.33 it Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel 0.0 ft Load Factors Budding Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wlnd,W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psf Soil Density, Heel = 110.00 PCf Equivalent Fluid Pressure Method Soil Density. Toe 110.00 pcf Active Heel Pressure 35.0 psf/ft FootlngIISoll Friction 0.300 Soil height to ignore = for passive pressure 12,00 in Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100.0 psi Surcharge Over Toe 100.0 psi NOT Used To Resist Sliding & Overturning NOT Used to, Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 #/ft Height to Top = 0.00 it Height to Bottom = 0.00 it Load Type Wind ('N) (Service Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 pat (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Typo Line Load Footing Width 1.00 ft Base Above/Below Soil Eccentricity 0.00 in at Back of Wall 1.0 ft Wall to Fig CL Dist 5.00 ft Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 171 1 §E204 ] Subject By Date THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 172 Of 204 Subject By Date Project NamelNumber retaining wal Title The Noel Residence Page: 2 05gm: Hung Nguyen, S.E. Date: 14 FEB 2020 Oesciiption.... TYPE II.10'-0 No Seismic Load ALT, FIG. This Wail in Fête: z:ljenh gmup\onedilve -1mm groupljenh group\01 deign01 jeoh group poJects2 RetainPro IC) 1997-2019, Build 11.19.11.12 License : KW-06056813 Cantilevered Retaining Wall Code: CSC 2016,ACI 318-14.ACI 530-13 License To: StAR CONSULTING GROUP Stem Weight Seismic Load F /W Weight Multiplier 0,330 g Added seismic base force 243.9 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 173 Of: 204 Subject By Date Project NanielNumber : retaining wal Title The Noel Residence Page: 3 Dsgrrr- Hung Nguyen, S.E. Date: 14 FEB 2020 Description. TYPE 1.10'-0" No Seismic Load ALT. FTG. This Wall in File: z\jenh grouponednve -jenh group\jerrh groupWi design01 jenh group projects2 RMslnPro (c) 19$72019, Build 11.19.11.l LICSflSOW.es056573 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios IBC-09 & CBc'lO, 1807.21 applied Overturning 2.70 OK Sliding 1.52 OK Soil Bearing Total Bearing Load 9,059 lbs resultant eco. 9.12 in Soil Pressure Toe 1,883 pat OK Soil Pressure @ Heel 479 pat OK Allowable 35009sf Soil Pressure Less Than Allowable AC Factored @ Toe 2,831 PSI ACI Factored @ Heel 720 pat Footing Shear @ Toe 19.4 psi OK Footing Shear @ Heel 8.3 psi 01< Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces F= Lateral Forces Force Soil Over Heel (above water table, if any) 4,967.5 lbs Heel Active Pressure (above water table, if any) 2,249.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 • Heel Active Pressure 2,249.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 360.7 Surcharge Over Heel 0.0 Adjacent Footing 446.4 Adjacent Fooling Load 363.8 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Salt 0.0 Axial Live Load an Stem Omit Added Lateral Load 0.0 Sail Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weIght 243.9 Slam WeIght(s) 1,056.0 Lateral on Key 1,182.5 Earth @ Stern Transitions 134.6 Totals 4,482,7 lbs Fooling Weight 1,917.5 Key Weight 400.0 includes water table effect Vert. Component ** 0.0 Total Vertical Loads 9059.4 lbs Axial live load NOT Included In total displayed .or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Calm Lateral Sliding Force 4,482.7 lbs lass 100% Passive Force - 4116.7 lbs less 100% Friction Force - 2,717.8 lbs Added Force Req'd = 0.0 lbs OP ....for 1.5 Stability 0.0 lbs OP Vertical component of active lateral soil pressure IS NOT consIdered In the calculation of Soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 174 1 Of: 204 Subject By Date Project NameiNumber retaining wal Title Is. Noel Residence Page: 4 Dsgnr Hung Nguyen, S.E. Dale: 14 FEB 2020 DescriptIon.... TYPE 1140'-0" No Seismic Load ALT. FIG. This Wall in File: z:enh grauplonedve - jenh group\jenh grouptOl designtfll jenh group pmjectst2 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 RetainPro (c) 1987-2019, Uuild 11.19.11.12 I 8 ?ON8ULTING GROUP Overturning Resisting Moments Resisting Moments Ei Distance Moment Soil Over Heel (above water table, if any) 4,967.5 lbs 5.34 It 26,501.5114 Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 4,967.5 5.34 26,501.5 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 363.8 $.34 1.941,1 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stern Weight(s) 11056.0 2.45 2,588.0 Earth il Stem Transitions 134.6 2.83 381.3 Footing Weight 1,917.5 3.64 7,353.6 Key Weight 400.0 2.50 1.000,0 Vert. Component 010 Total Vertical Loads 9,059.4 lbs Resisting Moment 39,985.5 8-4 Eccentricity 12.7 in 'Axial live load NOT included In total displayed, or used for overtUrning or Sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments &= Distance Moment Heel Active Pressure (above water table, if any) 2,249.1 lbs 3.78 ft 8,499.1 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 360.7 5.67 2,044.6 Adjacent Footing 446,4 6.22 2,77$.1 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 243.9 6.14 1,498.7 Totals = 3,300.1 lbs Overturning Moment 14,817.8 84 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 175 Of: 204 Subject By Date Project Nam&Number retaining wal Title The Noel Residence Page: 5 Dgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 1I.10'.0 No Seismic Load ALT FTG. This Wall in File: z.tarth oup.onedrIve *h grouptjenh roupl01 daslqri0l !nh group pvojects\2 tainPro (c) 19874019 BuIld MITI 11M.- . Ucene Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACI 530.13 License To SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft = 6.00 0.00 Wall Material Above Masonry Masoruy Design Method LRFD LRFD Thickness 8.00 12.00 Reber Size = # $ 1 7 Reber Spacing 16.00 8.00 Reber Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.260 0.519 Total Force @ Section Smvice Level lbs = Strength Level lbs 915.9 4124.2 MornenL..Actual Service Level It-# = Strength Leve It-# 1322.7 15,668.0 Moment.....Allowable 11-0 = 5,070.5 30,121.9 Shea r.,..,Actuai Service Level psi = Strength Lava psi = 10.0 29,6 Shear .....Allowable psi = 80.$ 80.5 Met ir,2 = 91.50 139.50 Reber Depth 'd' in = 5.25 9,00 Masonry Data fm psi = 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting Yes Yes ModutatRatlon = 16.11 18.11 Wall Weight psi 78.0 124.0 Equlv. Solid Thick- in 7.60 11.60 Masonry Block Type Medium Weight Masonry Design Method .--...-.-..- r*__._ = LRFD ft pj Fy psi= THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 176 Of: 204 Subject By Date Project NamelNumber : retaining wet Title The Noel Residence Page 6 Dsgnr Hung Nguyen, S.E.Date: 14 FEB 2020 Description.,.. TYPE 11-10'-0" No Seismic Load ALT. FTG. This Wall in File: z:'enh grouptoriedrive -jenh groupenh grotptt)I design\01 jenh group proects\2 RetatnPro(c)1987.2015, BuWd11.19.I1.12 License KW.060S673 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To. SMR CONSULTING GROUP Footing Data Toe Width 2.00 ft ft 3,000 psi Heel Width = 5.67 Fy 60,000 pal Total Fooling Width 7.67 ft Footing Concrete Density 150.00 pcI Footing Thickness 20.00 In Min. As % 0.0018 Key Width 12.00 in Rebar Cover @ Top 2.00 In Key Depth = 32.00 In @ Bottom 3.00 In Kay Distance from Too 2.00 ft Footing Design Results 112 lisa! Factored Pressure 2,831 720 psI Mu': Upward 63,531 12,523 ft-# Mu': Downward 17.760 20.962 It-# Mu: Design = 2,071 -1,803 ft-4 Actual 1-Way Shear 19.39 8.31 psi Allow l-WayShear 82.16 82.16 psi Toe Reinforcing = #6il0.00in Heel Reinforcing = 4 6 @ 10.00 in Key Reinforcing = 04@9.00!n Other Acceptable Sizes & Spacings Toe: #4 5.55 in, #5 8.60 in, 06 12.21 in, #?@ 16.66 in, #8@ 21.93 In, 09 27. Heel: #4l 555 in, #5@ 8.60 in, #6@ 12.21 in #7@ 16.66 in. #8@ 21,93 in. #9@ 27. Key 44 9.25 in, #5 14,34 in, 08 18 In, #?@ 18 in, #8@ 18 Min footing T&S rein( Area 3.31 in2 Min footing T&S relnf Area perk 0.43 1n2 JR If one layer of hotizontat bars: If two layers of horizontal bars: #4l 5.56 in #4@ 11.11 in 5@ 8.61 In #5@ 17.22 In #6@ 12.22 in #6@ 24.44 In Fooling Torsion, Tu 0.00 ft4bs Fooling Allow. Torsion, phi Iii 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at lop of Wail due to settlement of soil (Deflection duo to wall bonding not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.068 in The above calculation Is not valid If the heel soil bearino oressure exceeds that of the toe. because the wall would then tend to rotate Into the retained sell. 1' THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 177 Of: 204 Subject By Date 10'-0" High Wall With Seismic Loads (Alternate Footing): Project NamelNumbar: retaining wal Title The Noel Residence Page: 1 Dsgnr Hung Nguyen, S.E. Data: 8 FEB 2020 Description.... TYPE 11.10.0" With Seismic Loads ALT.FTG. This Wall in File: z:jenh grouptonedrive - Jenh group\Jenh grou01 design101 Jenh group projects\2 RetairiPra (C) 1987.ZQ15 Build 11,19,11i License: Icw.eeesee73 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP - Criteria Retained Height = 9.67 ft Wall height above soil 0.33 ft Slope Behind Wall = 0.00 Height or Soli over Toe 1200 In Water height over heel 0.0 ft Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth.H 1.600 Wind. W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500.0 psf Soil Density. Heel 110,00 PCf Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psfift FootingISoil Friction 0.300 Soil height to ignore for passive pressure = 12.00 in Passive Pressure = 300.0 psFlft Surcharge Loads Surcharge Over Heel 100.0 psI Surcharge Over Toe 100.0 psI NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Adal Dead Load 0.0 lbs Axial Load Eccenlricdy 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0 #111 Height to Top 0.00 ft ...lteight to Bottom 0.00 ft Load Type Wind (IN) (ervioe Level) Wind on Exposed Stem Wind on Exposed Slam 0.0 pSI (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Footing Width 1.000 Base AbovelBelow Soil Eccentricity 0.00 in at Back of Wail 1.0 ft Wall to Fig CL Dist 5.00 it Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 178 Of. 204 Subject By Date Project Name!Numbai : retaining wal Title The Noel Residence Page: 2 l)sgtr Hung Nguyen, S.E. Date: B FEB 2020 Description.... TYPE 11-10%0' With Seismic Loads ALTFTG This Wall in File: z'\Jenh grotiponedrhte - Jenh group1jenh group01 design\01 Jenh group pro3ects2 HtInFro (c) 1557-2019. Build 11. 19,11.12 ?ONSULTiNG Cantilevered Retaining Wall Code: CRC 2016,ACI 318-14,ACI 530-13 GROUP License To: SMR C Earth Pressure Seismic Load Method : Mononobe-Okeb&Seed-Whitman Design Kh = 0.330 q Kae for seismic earth pressure 0.467 Using Mononobe-Okabe I Seed-Whitman procedure Ka for Stalk earth pressure 0.232 Difference, Kee Ka 0.236 Added seismic base force 1,666.5 lbs Stem Weight Seismic Load F 1W Weight Multiplier 0330g Added seismic base force 243,9 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 179 1 Of: 204 Subject By Date This Wall in File: z;ljenh qrou\onedrive - Project Name/Number: retaining wal Title The Noel Residence Page; 3 Dsgnr: Hung Nguyen, S.E. Date: 8 FEB 2020 Descriation. TYPE 11.1O'-O" With Seismic Loads ALT.FTG. 01 jenh group projects\2 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: SMR CONSULTING GROUP Wail Design Summary Stability Ratios IBC-09 & CBC'IO, 1807.2.1 applied Overturning 1.53 01< Sliding 1.11 Ratio < 1.51 Soil Bearing Total Bearing Load 9.059 lbs ...resultant ccc. 24.13 in Soil Pressure © Toe 3.311 psi 01< Soil Pressure @ Heel 0 pat 01< Allowable 3,500 psf Soil Pressure Less Than Allowable AC) Factored @ Toe 4,977 pat AC) Factored @ heel 0 pat Footing Sheer © Toe 34.7 psi OK Fooling Shear @ Heel 25.4 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Lateral Forces Force Soil Over Heel (above water table, if any) 4,967.5 lbs Heel Active Pressure (above water table, if any) 2,249.1 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 ' Heel Active Pressure 2,249.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 360.7 Surcharge Over Heel 0.0 Adjacent Fooling 446.4 Adjacent Footing Load 363,8 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load c) Stem Above Sot 0.0 Axial Live Load on Stern Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 11666.5 Surcharge Over Toe 0.0 Seismic-Self-weIght 243.9 Stem Weight(s) 1,056.0 Lateral onKey 1,182.5 Earth @ Stem Transitions 134.6 Totals = 8,149.2 lbs Footing Weight 1,917.5 Key Weight 400.0 'Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 9,059.4 lbs * Axial live toad NOT Included In total displayed , or used for overturning or sliding resistance, but is Included for soil pressure calculations. Sliding Caics Lateral Sliding Force 6,149.2 lbs loss 1001Y. Passive Force = - 4,116.7 lbs loss 100% Friction Force = - 2,717.8 lbs Added Force Roq'd = 0.0 lbs 0$ for 1.5 Stability = 2,399.3 lbs NC Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 180 Of: 204 Subject By Date Project Nam&Number: retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 8 FEB 2020 Description.... TYPE 11.10-0" With Seismic Loads ALT.FTG. This Wall in File: zt)enh grouponadrive - jenh grovptjenh g:oupWl design01 jenh group projecta.2 ~icansa; KW-005 073 Cantilevered Retaining Wall Code: CBC 2016,AC1318-14,ACi 530-13 Resisting Moments Resisting Moments Eg= Distance Moment Soil Over Heel (above water table, if any) 4,967.5 lbs 5.34 ft 26,501.8114 Soil Over Heel (below water table, II any) 0.0 Water Table 0.0 Soil Over Heel 4,967.5 5.34 26,501.5 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 363.8 5.34 1,941.1 Axial Dead Load on Stem 0.0 Axial Live Load on Stern 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Welghts) 1,056.0 2.45 2588.0 Earth @ Stem Transitions 134.6 2.83 381.3 Footing Weight 1,917.5 3.84 7,353.6 Key Weight 400.0 2.50 1000.0 Vert. Component 0.0 Total Vertical Loads 9,059.4 lbs Resisting Moment 39,085.5 ft-# Eccentricity 27.7 In - Axial live load NOT Included In total displayed, or used for overturning or sliding resistance, but is Included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Fgro Distance Moment Heel Active Pressure (above water table, if any) 2,249.1 lbs 3.78 ft 8,499.1114 Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 360.7 5.67 2,044.6 Adjacent FootIng 446.4 6.22 2,775.1 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 1,666.5 6.80 11,335.8 Seismic-Self-weight 243.9 6.14 1,4987 Totals 4,966.7 lbs Overturning Moment 26,153.3 114 ) THE NOEL RESIDENCE 2019-021 Project CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 [Page: 181 Of: 204 Subject By Date Project NameiNumber retaining wai Title The NO.1 Residence Page: 5 Dsgnr Hung Nguyen, S.E. Date: 8 FEB 2020 Description..,. TYPE II-10'-0" With Seismic Loads ALT.FTG. This Wall in File: z:jenh group\one&lve -jenh group\jonh group101 design\01 jenh group projects'i2 Uconsa: KW-0605W3 eulldI1.19.1I.12 Cantilevered Retaining Wall Code: CBC 2016 ACI 316-14,ACI 530-13 License To SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Sten OK Stem OK Design Height Above Ftg it = 6.00 0.00 Wall Material Above 'Ht Masonry Masonry Design Method = LRFD LRFD Thickness = 8.00 12.00 RebarSlze = # 5 # 7 Rebar Spacing = 16.00 8.00 Rebar Placed at Edge Edge Design Data - tb/FE + falFa 0,787 0.886 Total Force @ Section Service Level lbs = Strength Level lbs 2,129.3 6,599.3 Moment .... Actual Service Level ft-# = Strength Love ft# = 3,994.7 30,028.4 Moment.....Allowable ft-# = 5,070.5 30,121.9 Shear. .. Actual Service Level psi = Strength Love psi = 23.3 473 Shear.....Allowable psi = 80.5 80.5 Anal 1n2 = 91.50 139.50 Rebar Depth 'd' in m 5.25 9.00 Masonry Data psi = 2,000 2,000 Fy psi M 60,000 60,000 Solid Grouting M Yes Yes Modular Ratio n' 16.11 16.11 Wall Weight psi n 78.0 124.0 Equiv, Solid Thick. in = 7.60 11.60 Masonry Block Type Medium Weight Masonry Design Method -------- LRFD rc psi = FY psi A,' THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 182 Of 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page 6 Dsgnr. Hung Nguyen, S.E Date: 8 FEB 2020 Description.... TYPE li-I Q'.O With Seismic Loads ALT.FTG. This Wall in File: z:\jenh qro pl,onedrive - Cantilevered Retaining Wall Cie; CBC 2016,ACI 318-14,ACI 530-13 Toe Width = 2.00 ft fc = 3.000 psi Heel Width = 5.67 Fy = 60.000 psi Total Footing Width 7.67 ft Fooling Concrete Density 150.00 pcI Footing Thickness 20.00 in Mm. As % 0 0.0018 Key Width 12.00 in Rebar Cover @ Top Q 2.00 in Key Depth 32.00 In Bottom Z 3.00 In Key Distance from Toe 2.00 It Footing Design Results 122 H#1 Factored Pressure 4,977 0 psI Mu': Upward = 104,898 2,280 ft-# Mu': Downward = 17,760 20,962 fl-ft Mu: Design 2,071 -1.603 ft.# Actual 1.Way Shear 34.66 25.38 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing ft 6 @ 10.00 In Heel Reinforcing #6 @ 10.00 in Key Reinforcing = #4 @ 0.00 In Other Acceptable Sizes & Spacings Too: #4 5.55 in, #5@ 8.60 in, #6© 12.21 in, #7@ 16.66 in, #8@ 21.93 In. A9@ 27. Heel; #4c 5.55 in. #5c 8.60 in, #6@ 12.21 in, #7@ 16.66 in, #'8@ 21.93 in, #9@ 27. Key: #4 9.25 in, #5© 14.34 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S relnf Area 3,31 in2 Min footing T&S reinf Area per Ic 0.43 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4 5.56 in 94@ 11.11 in #5 8,61 in #@ 17.22 in #6@ 12,22 in #6@ 24.44 in Footing Torsion, Tv 0.00 ft-lbs Footing Allow. Torsion, phi Tu = 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Toe of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pcI Horizontal Defi 0 Top of Wall (approximate only) 0.120 in because the wall would then tend to rotate into the retained soil THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 183 1 Of: 204 Subject By Date 101-8" High Wall With No Seismic Loads (Alternate Footing): Project NarnelNumbor retaining we! Title The Noel Residence Page; 1 Dagnr Hung Nguyen. S.E. Date: 14 FEB 2020 Description. TYPE 11.10'-8' With No Seismic Loads This Wall in File: z:rjenh groupkonedrive - jents group'jenh groupWi designt01 jenh group proiecls\2 KRilkno-ro Jc) 198731 '9' U.I.: KW-05056073 ScUd 11.19.11.15 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-I4,ACI 530-13 License To: SMR CONSULTING GROUP - Criteria Retained Height 10.33 it Wall height above soil 0.34 It Slope Behind Wall 0.00 Height of Soil over Too = 12.00 In Water height over heel 0.0 ft Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psI Soil Density, Heel 110.00 pcI Equivalent Fluid Pressure Method Soil Density, Toe 110.00 pcf Active Heel Pressure 35.0 psflft FootingliSoil Friction 0.300 Soil height to ignore for passive pressure 12.00 In Passive Pressure 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100.0 psI Surcharge Over Toe 100.0 paf NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 #rn Height to Top 0.00 it Height to Bottom 0.00 ft Load Type = Wind (W) tsasvca LO5I) Wind on Exposed Stern Wind on Exposed Stem 0.0 psI (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Footing Width 1.00 ft Base AbovelBelow Soil Eccentricity 0.00 in at Back of Wet 1.0 ft Wall to Fig CL Diet 5.00 it Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 184 Of: 204 Subject By Date Project Name/Number: retaining wal Tulle The Noel Residence Page: 2 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE Il-i O'-8 With No Seismic Loads This Wall in File: z:14erth goup\onedrive jenh groupienh group\01 design01 jenh group projects12 RetainPro (C) 1997.2019, Build 11.19.11.12 License: KW.06059873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load / W Weight Multiplier = 0.330 9 Added seismic base force = 263.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 185 Of 204 Subject By Date Project NamaiNumber retaining wal Title The Noel Residence Page 3 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE II-10'-8 With No Seismic Loads This Wall In File: zjenh grouptonedrtve - jerth groupjenh grotip0I deslgn\01 jenh group pro(ectst.2 RetarnPto (ci 1957-2019, ewld 11.19.11.12 Cantilevered Retaining Wall Code: CBC 2016,ACi 318.14,ACI 530-13 Summary Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning 2.98 OK Sliding 1.68 OK Sell Bearing Total Bearing Load 11,011 lbs resultant eco. 8.96 in Soil Pressure @Toe = 1,978 psf OK Soil Pressure @ Heel 612 psf 01< Allowable = 3,500 psf Sod Pressure Less Than Allowable AC Factored Ii Toe = 2,958 psf ACI Factored @ Heel = 916 psf Footing Shear @ Toe = 18.5 psi OK Footing Shear @ Heel 6.5 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Verticat Forces Force Lateral Forces EQM Soil Over Heel (above water table, if any) 6,249.7 lbs Heel Active Pressure (above water table, If any) 2,589.1 lbs Soil Over Heel (below water table, if arty) 0.0 Heel Active Pressure (below water table, if any) 0,0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 • Heel Active Pressure 2,589.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 387.0 Surcharge Over Heel 0.0 Adjacent Footing 457.7 Adjacent Footing Load 417.8 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stern Above Soil 0.0 Axial Live Load on Stem Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 263.1 Stem Weight(s) 1,139.1 Lateral on Key 1658.8 Earth @ Stem Transitions 134.2 Totals 5,355.7 lbs Footing Weight 2,337.5 Key Weight 512.5 'Includes water table effect Vert, Component ** 0.0 Total Vertical Loads 11.010,7 lbs 'Axial live load NOT included in total displayed , or used for overturning or sliding resistance but Is Included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 5,355.7 lbs less 100% Passive Force = - 5,709.4 lbs less 100% Friction Force - 3,303.2 lbs Added Force Req'd 0.0 lbs 01 ...ior 1.5Stability 0.0 lbs 0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 186 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 4 flsgnr: Hung Nguyen, S.E. Date- 14 FEB 2020 Description---- TYPE 11-10'-8" With No Seismic Loads This Wail In File: ztjenli grouptonedrlve - jenh grouptjanh grouptOl deslgnt0I jenh group pro(ecsZ Retai O1 npro (c) 197-9, Build 11.19.11.12 License; KW-0606613 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 6,249.7 lbs 5.75 ft 35,935. 5ft-# Soil Over Keel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 6,249.7 5.75 35,935.5 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 417.8 .5.75 2,402.2 Axial Deed Load on Stem 00 Axial Live Load on Stem 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 1,139.1 2.4$ 2,196,1 Earth @ Stem Transitions 134.2 2.83 380.2 Fooling Weight 2,331.5 425 9934.4 Key Weight $12.5 2.50 1,2813 Veil. Component 0.0 Total Vertical Loads 11,010.1 lbs Resisting Moment 52,949.2 ft-I Eccentricity 12.6 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overtumina Moments Eg Distance Moment Heel Active Pressure (above water table, it any) 2,5.89.1 lbs 4.05 ft 10,497.2 ft-# Heel Active Pressure (below water table, if any) OCt Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 387.0 6.08 23531 Adjacent Footing 457.7 6.87 3,145.3 Surcharge Over Toe 0.0 Load Q Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weighl 283.1 6.83 1,744.4 Totals = 3,698.9 lbs Overturning Moment 17,740.7 ft4 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 187 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 5 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE fl-10-8" With No Seismic Loads This Wall in File: z:'enh groupionedrive - jenh gmupenh gro*ip0i deslgn\01 joch group projecLs2 Rqtarnpro IC) 1937-2019, Build 11.19.11.12 Llccnsu:KW.05G56873 Cantilevered Retaining Wall Code: CBC 2016 ACI 318.14,ACI 530.13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Design Height Above FIg ft 6.67 0.00 Wail Material Above "HI" Masonry Masonry Design Method LRFD LRFD Thickness = 8.00 12,00 Rabat Size = 8 5 8 S Rabat Spacing 16.00 8.00 Rabat Placed at Edge Edge Design Data fblFB + (a/Fa = 0.258 0.500 Total Force @ Section Service Level lbs = Strength Level lbs = 912.2 4,576.7 Moment ... Actual Service Level 8-4 = Strength Love ff4 = 1,314.6 18,544.5 Moment.....Allowable 11-4 = 5,070.5 37,022.0 Shear.-Actual Service Level psi = Strength Leve psi = 10.0 32.8 Shear ..... Allowable psi = 80.5 80.5 Aiet 1n2 = 91.50 139.50 Rabat Depth •d in = 5.25 9.00 Masonry Data I'm psi = 2,000 2,000 FY psi = 60,000 60,000 Scud Grouting e Yes Yes Modular Ratio 'n' 18.11 16.11 Wall Weight psi a 78.0 124.0 Equiv. Solid Thick, in = 7.60 11.60 Masonry Block Type = Medlun, Weight Masonry Design Method LRFD ConcreteData --- f'c Psi Fy Psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 188 1 Of: 204 Subject By Date Project NameiNumber : retaining wel Title The Noel Residence Page 6 Osgnr Hung Nguyen, S.E. Dale; 14 FEB 2020 Description.... TYPE ii-io'-r With No Seismic Loads This Well in File; z;enh group\onednive -jenh grnup1jenh group101 design\01 jenh group projects2 RetainPro (c) ISST-2OI9, Build 11.19.11.12 (censeW.67_ Cantilevered Retaining Wall Code: CBC 2010,ACI 318-14,ACI 530-13 Icense to: SMPi UT1ULi IN(.i ukuur Footing Data Toe Width = 2.00 ft t'c = 3.000 psi Heel Width = 6.50 Fy = 60,000 psi Total Footing Width 8.50 ft Footing Concrete Density 150.00 pd Footing Thickness = 22.00 in Mm. As % 00018 Key Width 12.00 in Rebar Cover @ Top = 2.00 in Key Depth = 41.00 in @ Bottom 3.00 in Key Distance from Toe 2.00 ft Footing Design Results IQ Heel Factored Pressure 2,956 916 psf Mu': upward = 61,156 20,514 fl-# Mu'; Downward 18,660 30,564 ft-# Mu: Design 2,319 -1,286 ft-# Actual 1-Way Shear 18.49 6.51 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = #6 Q 10.00 In l'Ieol Reinforcing = #6 10.00 In Key Reinforcing # 5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: 940 5.04 In, #5 7.82 In, #6@ 11.10 In, #7@ 15.14 In, #8Q 19.94 In, #9@ 25. Heel: #4 5.04 in, #5 7.82 in, #6@ 11.10 in, #7@ 15.14 in, f18@ 19,94 in, #9@ 25. Key: #40 7.83 In. #5© 12.14 In. #6@ 17.23 In. #7@ 18 In, #8@ Min footing T&S reini Area 4.04 irt2 Min tooting T&S reinf Area per ft 0.48 iri2 lit If one layer of horizontal bars: It two layers of horizontal bars: #4Ii 5-05 in #4@ 10.10 in #5@ 7.83 in #5@ 15.66 in #6@ 11.11 in #6@ 22.22 in Footing Torsion, To 0.00 ft-lbs Footing Allow. Torson, phi To 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pd Horizontal Dell @ Top of Wall (approximate only) 0.089 in The above calculation is not valid if the heel soil besnno uressure exceeds that of the toe, because the wall would then tend to rotate Into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 189 Of: 204 Subject By Date 10'-8" High Wall With Seismic Loads (Alternate Footing): Project Nam&Number: retaIning wal Title The Noel Residence Page: 1 Dsgnr: Hung Nguyen, S.E. Data: 14 FEB 2020 Description. TYPE li-I 0-8° With Seismic Loads This Wad In Fib: z\jenh grotiponodr1va . ]enh groupteah group\01 design\01 jenh group proac1s\2 RetainPre (c) 19574019, Build 11.19.11.15 License KW'06056573 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: SMR CONSULTING GROUP Criteria Retained Height 10.33 it Wail height above soil 0.34 it Slope Behind Wall 0.00 ________ Height of Soil over Toe = 12.00 In Water height over heel 0.0 it Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth.H 1.600 Wind.W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500,0 psi Soil Density, Heel 110.00 Pd Equivalent Fluid Pressure Method Soli Density, Toe = 110.00 pcf Active Heel Pressure = 35.0 psflft FoolingliSoll Friction 0.300 Soil height to Ignore = (or passive pressure 12.00 in Passive Pressure 300.0 psffft Surcharge Loads Surcharge Over Heel 100.0 psi Surcharge Over Toe 100.0 psI NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load 0.0 Sift ...Height to Top = 0.00 it ...Helght to Bottom = 0.00 it Load Type = Wind (W) (bervioe Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 psi (Service Level) Adjacent Footing Load Adjacent Fooling Load = 1,000.0 lbs Footing Type Line Load Footing Width 1.00 it Base Above/Below Soil Eccentricity = 0.00 in at Back of Wail = 1.0 it Wall to Fig CL Dist 5.00 0 Poisson's Ratio = 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 190 Of: 204 Subject By Date Project Name/Number, retaining wal Title The Noel Residence Page: 2 Osgnr: Hung Nguyen, S.E. Date: 14 FB 2020 Description.... TYPE II.10-8" With Seismic Loads This Well in File: rJenh grouptaaedrive - jnli groupjerth group01 design1 jenh group projects\2 RetalnProtc) 1987-2019, Build 11.19.11.12 License: KW-0605U73 Cantilevered Retaining Wall Coda: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Earth Pressure Seismic Load Method : Moncnobe-OKabe/$eed-Whitman Design Kh = 0,330 g Kae for seismic earth pressure 0.467 Using Mononobe-Okabe I Seed-Whitman procedure Ka for static earth pressure = 0,232 Difference: Kee - Ka 0.238 Added seismic base force 1918.4 lbs Stem Weight Seismic Load F /W p Weight Multiplier 0.330g Added seismic base farce 263.1 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 191 Of: 204 Subject By Date Project NamelNumber : retaining wal Title Th. Noel Residence Page: 3 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE tI.10.8 With Seismic Loads This Walt in File: z:jenh grouplonethivo jenh group\jenh groupiol designt0l jenh group projects2 Build 119 1117 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios lBC'OQ & CBCIO, 1807.2.1 applied Overturning 1.67 OK Sliding 1.24 Ratio c 1.51 Soil Sealing Total Bearing Load = 11,011 lbs resultant ecc. = 2422 in Soil Pressure @ Toe 3,289 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Sod Pressure Less Than Allowable ACI Factored @ Toe = 4,919 psf ACI Factored @ Heel = Opal Footing Shear § Toe 31.7 psi 01< Footing Shear @ Heel = 22.1 psi 01< Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces E21M Lateral Forces Force Soil Over Heel (above water table, if any) 6,249.7 lbs Heel Active Pressure (above water table, if any) 2,589.1 lbs Soil Over Heel (below water table, If any) 0.0 Heel Active Pressure (below water table. If any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 2,589.1 Sloped Soil Over Heel 0.0 Surcharge over Heel 381.0 Surcharge Over Heel 0.0 Adjacent Footing 457.7 Adjacent Fooling Load 417.8 Surcharge Over Toe 0.0 Axial Dead Load on Slam 0.0 Load i§ Stem Above Soil 0.0 Axial Live Load on Stem Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 1,918,4 Surcharge Over Toe 0.0 Seismic-Self-weight 263.1 Siam Weight(s) 1.139,1 Lateral on Key 1,658.8 Earth @ Stem Transitions 134.2 Totals 7,274.1 lbs Fooling Weight 2,337.5 Key Weight 512.5 includes water table effect Vert. component ** 0.0 Total Vertical Loads 11,010.7 lbS Axial live toad NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Sliding Caics Lateral Sliding Force = 7,274.1 lbs less 100% Passive Force - 5,709.4 lbs less 100% Friction Force = - 3,303.2 lbs Added Force Req'd = 0.0 lbs O _-for 1,5Stbility = 1,898.6 lbs NC Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 192 Of: 204 Subject By Date Project Name!Number : retaining wal Title The Noel Residence Page: 4 Dsgnr Hung Nguyen, S.E. Date: 14 FEB 2020 Description. TYPE 1I.10'-8 With Seismic Loads This Wail in File: z:\jenh grouponedrive - jenh groupenh groupiOl desigrb'01 jenh group projects\2 Cantilevered Retaining Walt code: CBC 2016,ACI 318-14 ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments Eg= Distance Moment Soil Over Heel (above water table, if any) 8,249.7 lbs 5.75 ft 35,935.5ft4 Soil Over Heel (below water table, If any) 0.0 Water Table 0.0 Soil Over Heel 6,249.7 5.75 35,935.5 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 417.8 5.75 2.4021 Axial Dead Load on Stem 0.0 Axial Live Load on Stem * 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stern Weight(s) 1,139.1 2A5 2,795.7 Earth @ Stem Transitions 134.2 2,83 380.2 Footing Weight 2,337.5 4.25 9.934,4 Key Weight 512.5 2.50 1.281i Vert- Component 0.0 Total Vertical Loads 11,010.7 lbs Resisting Moment 5L9492 fi4 Eccentricity 27.9 in * Axial live load NOT Included in total displayed, or used for overturning or sliding resistance, but Is Included for soll pressure calculations. Overturning Overturning Moments Overtumina Moments fç Distance Moment Heel Active Pressure (above water (able, if any) 2,589.1 lbs 4.05 it 10,497.2 It-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 00 Surcharge over Heel 387.0 6.08 2,353.7 Adjacent Footing 457.7 6.87 3,145.3 Surcharge Over Toe 0.0 Load @ Stern Above Soil 00 Added Lateral Load 0.0 Seismic Load 1$18.4 7.30 14,000.8 Seismic-Self-weight 263.1 6.63 1,744.4 Totals n 5,615.3 lbs Overturning Moment 31,741.5 ff4 .1, THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 193 Of: 204 Subject By Date Project NamelNumber; retaining wal Title The Noel Residence Page; 5 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 11-10!.W' With Seismic Loads This Wall in File: z4ei1h groLrponedrive - jenh grouptjenh groupO1 design01 jenh group projects12 RslaInPro()l9B1-2O19, BUlldtt19.11.12 Lceae kW.O&05$8ta Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stem OK Design Height Above Fig it 6.67 0.00 Wall Material Above H1 = Masonry Masonry Design Method LRFD LRFD Thickness = 8.00 12.00 Rebar Size # 5 # 8 Rebar Spacing 16.00 8.00 Rebar Placed at = Edge Edge Design Data IbIFB + fa/Fa 0.926 0.976 Total Force @ Section Service Level lbs = Strength Level lbs 2,223.3 7,419.3 Moment, ,Actuai Service Level Strength Love ft-# = 4,193.8 36,163.0 Moment.—Allowable ft.# = 5,070.5 37,022.0 Shear ..... Actual Service Level psi = Strength Love psi = 24.3 532 Shear ... fi,tlowable psi = 80.5 80.5 Anet 1n2 = 91.50 139,50 Rebar Depth 'd' in = 5.25 9.00 I'm psi w 2,000 2,000 Fy psi = 60,000 60.000 Solid Grouting Yes Yes Modular Ratio'n' = 16.11 16.11 Walt Weight psf 78.0 124.0 Equiv. Solid Thick, in Q 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD fe psi = Fy psi= THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 194 1 Of: 204 Subject By Date Project NurnelNumber : retaining wet Title The Noel Residence Page: 6 Dsgnr Hung Nguyen, S.E. Date; 14 FEB 2020 Description.... TYPE 11-10'4" With Seismic Loads This Wall in File; z:'enh grouponedrive -jenh group\jenh group\01 design\01 jenh group projects2 Llcenee:KW.O6O56813 RetstnPro(c)1987-2019, Buildll.19.11.12 Cantilevered Retaining Wall Code: CUC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 it ft 3,000 psi Heel Width = 6.50 Fy 60,000 PSI Total Fooling Width 8.50 It Footing Concrete Density 150.00 pd Footing Thickness 22.00 In Mm. As % = 0.0018 Key Width 12.00 in Rabar Cover © Top 2.00 in Key Depth = 41.00 In (1 Bottom 3.00 in Key Distance from Toe 2.00 ft Footing Design Results im lieiti Factored Pressure = 4.919 0 psI Mu': Upward 106,299 6.176 ft-# Mu': Downward 18.660 30.5&4 114 Mu: Design = 2,319 -1,286 114 Actual 1-Way Shear 31.70 22.14 psi Allow 1-Way Shear 82.16 82.16 psi TOG Reinforcing = #6 @ 10.00 in Heel Reinforcing = #6 @ 10.00 In Key Reinforcing =4 5 @ 12,00 in Other Acceptable Sizes & Spacings Toe: #4@ 5.04 in, 95© 7.82 in, 46@ 11.10 in, #@ 15.14 In, #8@ 19.94 in, 49@ 25. Keel; #4t 5.04 in #5 7.82 in, #6@ 11.10 in, #7@ 15.14 in, #8@ 19.94 in. #9@ 25. Key: #4@ 7.83 In, #5Q 12.14 In, #6cm 17.23 In, #7© 18 In. #8 Min footing T&S reinf Area 4.04 in2 Min footing T&S reinf Area per fc 0.48 1n2 /11 If one layer of horizontal bars: If two layers of horizontal bars: #4 5.05 in #4@ 10.10 in #5© 7.83 in #5@ 15.66 in #6@ 11.11 in #6@ 22.22 in Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ lop of Wall (approximate only) 0.115 in The above calculation is not valid if the heel soil beanno oressure exceeds that of the toe. because the wall would then tend to rotate Into the retained soil. L.nrerla Retained Height 11.00 ft Wall height above sail 0.34 it Slope Behind Wall = 0.00 Heightof Soil over Toe 12.00 in Water height over heel 0.0 ft Load Factors Building Code COC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 3,500.0 psI Soil Density, Heel Equivalent Fluid Pressure Method Soil Density, Toe Active Heel Pressure 35.0 psI/ft FootIngilSoil Friction = Soil height to Ignore for passive pressure THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 195 Of: 204 Subject By Date 11'4" High Wall With No Seismic Loads (Alternate Footing): Project Name/Number: retaining wall Title The Noel Residence PGg 1 Dsgnr Hung Nguyen, S.E. Dale: 14 FEB 2020 Description.... TYPE 11-11.4 With No Seismic Loads This Well in File: x:1enh group\onednve - jenh group\jenh grouplol design\01 jenh group pr0je01512 RetaiPro (C) 1587-201L Build 11.1911.12 Kw.oeassals Cantilevered Retaining Wall Code: CRC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP 110.00 pcI 110.00 pcf 0.300 12.00 in Passive Pressure = 300.0 psI/ft Surcharge Loads Surcharge Over Heel 100.0 pSI Surcharge Over Toe 100.0 psi NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Load Eccentricity 0.0 in Axial Live Load = 0.0111.1s Lateral Load Applied to Stem Lateral load = 0.0 #/ft Height to Top 0.00 it Height to Bottom 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem Wind on Exposed Stem 0.0 psI (Service level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Fooling Type Una Load Fooling Width = 1.00 it Base Above/Below Soil Eccentricity = 0.00 in at Back of Wall = 1.0 It Wall to Fig CL Dist 5.00 ft Poisson's Ratio = 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 196 Of: 204 Subject By Date Project NamelNumber: retaining wet Title The Noel Residence Page: 2 Dsgrw: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 1I.11'4' With No Seismic Loads This Well in File; z:lenh gmup\onednve -jeih grorpenh groupWi desrgn01 jenh group pojectsl2 Réta1nP,Oc)1587-2019, 8ulldiL IL 11.12 . Ucen : M-0606"73 Cantilevered Retaining Wall Code: CBC 2016ACP 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Weight Seismic Load F /W p Weight Multiplier 0.330 g Added seismic bass force 282.2 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 197 Of: 204 Subject By Date Project Name/Number: retaining wat Title The Noel Residence Page: 3 Osgnr: Hung Nguyen, S.E. Data: 14 FEB 2020 Description.... TYPE 11-111111'4" With No Seismic Loads This Wall in File: z1erth grouptoriedrlve jenh group'Jenh roup\01 designiOl jenh group pi0ject512 RetainPro Ic) 19514019, 8ut1d 11.19.11.12 Cantilevered Retaining Wail Code: CBC 2016,ACi 318-14,ACI 530-13 Stability Ratios IBC'09 & CBC'lO, 1807.2.1 applied Overturning 3.06 OK Sliding 1.63 OK Soil Bearing Total Bearing Load 12,268 lbs ...resultant ecc. 9.31 In Soil Pressure @ Toe = 2.068 psf OK Soil Pressure @ Heel 658 psf OK Allowable 3,500 psf Sod Pressure Less Than Allowable ACI Factored @ Toe 3,085 psf ACI Factored @ Heel 981 psf Footing Shear @ Toe 19.7 psi OK Footing Shear @ Has 6.7 psi OK Allowable 82.2 psi Sliding Resisting Forces Sliding Forces Vertical Forces Force Lateral Forces fi Soil Over Heel (above water table. If any) 7,260.0 lbs Heel Active Pressure (above water table, if any) 2,882.2 lbs Soil Over Heel (below water table, if any) 0.0 Heel Active Pressure (below water table, if any) 0.0 Water Over Heel 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Heel Active Pressure 2,882.2 Sloped Soil Over Heel 0.0 Surcharge over Heel 408.3 Surcharge Over Heel 0.0 Adjacent Footing 465.6 Adjacent Footing Load 444.4 Surcharge Over Toe 0.0 Axial Dead Load on Stem 0.0 Load @ Stem Above Soil 0.0 Axial Live Load on Stem • Omit Added Lateral Load 0.0 Soil Over Toe 220.0 Seismic Load 0.0 Surcharge Over Toe 0.0 Seismic-Self-weight 282.2 Stem Weight(s) 1,221.7 Lateral on Key 1,738.9 Earth @ Stem Transitions 134.6 Totals 5,777.2 lbs Footing Weight 2,475.0 Key Weight 512.6 'Includes water table effect Vert. Component ** 0.0 Total Vertical Loads 12.268,2 lbs Axial live load NOT Included in total displayed , or used for overturning or sliding resistance, but is Included for soil pressure calculations. Sliding Calcs Lateral Sliding Force = 5,777.2 lbs less 100% Passive Force = - 5,709.4 lbs less 100% Friction Force - 3,660.5 lbs Added Force Req'd 0.0 lbs Ol for 1.5 Stability 0.0 lbs O Vertical component of active later8l soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 198 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 4 Dsgnr; Hung Nguyen, SE. Date; 14 FEB 2020 Description.... TYPE 1I-11'4' With No Seismic Loads This Wet) in File; z.ljenh group'.onednve - jenh grouptjenh groupWi design\01 jenh group projects\2 ReLainPro (c) 1387-2019, Build 11.111 9,.12 License :KWOSuIS8e73 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Overturning Resisting Moments Resisting Moments fç_e Distance Moment Soil Over Heel (above water table, if any) 7,260.0 lbs 6.00 ft 43,560.0ft-# Soil Over Heel (below Water table, if any) 0.0 Water Table 0.0 Soil Over Heel 7,260.0 6.00 43,560.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 444.4 6.00 2,666.7 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 1,221.7 2.46 3,002.1 Earth @ Stern Transitions 134.6 2.83 381.3 Fooling Weight 2,475.0 4.50 11,137,5 Key Weight 512.5 2.50 1,281.3 Vert. Component 0.0 Total Vertical Loads 12,268.2 lbs Resisting Moment 62.248,8 ft-# Eccentricity 13.0 in Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Emo Distance Moment Heel Active Pressure (above water table, if any) 2,882.2 lbs 4.28 ft 12,329.2 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 408.3 6.42 2,620.1 Adjacent Fooling 465.6 7.42 3,453.5 Surcharge Over Toe 0.0 Load @ Stem Above Soil 0.0 Added Lateral Load 0.0 Seismic Load 0.0 Seismic-Self-weight 282.2 6.95 1,961.4 Totals 4,038.3 lbs Overturning Moment 20,384.2 ft-# THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 199 1 Of: 204 Subject By Date Project Name/Number: retaining wal Title The Noel Residence Page: 5 Dsgnr; Hung Nguyen, S.E. Date; 14 FEB 2020 Description.... TYPE UI-I 1'4" With No Seismic Loads This Wall in File; z1jenh group.onedrive jenh grouplenh grouptOl designWl jenh group project32 RetainPro (c) 1961.2019, Build 11.10.11.12 License KW.0605€873 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Slam OK Stan OK Design Height Above Ftg ft 7.33 0.00 Wall Malarial Above "He = Masonty Masonry Design Method = LRFD LRFD Thickness = 8.00 12.00 Rebar Size # 5 # 9 Rebar Spacing 16.00 8.00 Rebar Placed at Edge Edge Design Data Ib(FB + fa/Fa 0.260 0.503 Total Force @ Section Service Level lbs 2 Strength Level lbs 916,1 5,057.0 Moment. ...Actuai Service Level ft-# Strength Love ft.# = 1,323.7 21,768.7 Moment ....Allowable f14 5,070.5 43,171.9 Shear ..... Actual Service Level psi Strength Leve psi = 10.0 36.3 Shear ..... Allowable psi 2 80.5 80.5 Ariet in2 = 91.50 139.50 Rebar Depth d in = 5.25 9.00 Masonry Data I'm psi 2,000 2,000 Fy psi = 60,000 60,000 Solid Grouting = Yes Yes ModularRatio'n 16.11 16.11 Wall Weight psi = 78.0 124.0 Equiv. Solid Thick, in 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data tc psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 200 Of: 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page: 6 Dsgnr, Hung Nguyen, S.E. Date: 14 FEB 2020 Description,.,. TYPE 11-11'4" With No Seismic Loads This Wall In File: z:tjenh grouplenadrive - jenh groupjenh group0l design\01 jenh group projecls\2 Retainpru (c) 187-2O19, Build 11,19.11.12 License:KW.06056873 Cantilevered Retaining Wall Code: CRC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP Footing Data Toe Width 2.00 ft f'c 3,000 psi Heel Width 7.00 Fy 60,000 psi Total Footing Width 9.00 ft Footing Concrete Density 150.00 pcI Footing Thickness 22.00 in Mm. As % 0.0018 Key Width 12.00 in Reber Cover @Top = 2.00 in Key Depth 41.00 in l0 Bottom 3.00 in Key Distance from Toe 2.00 ft Footing Design Results Ice HesI Factored Pressure 3,085 981 psI MW: Upward = 70,293 26,072 ft-# Mu': Downward 18,660 37,869 ft-# Mu: Design = 2,511 -1,278 ft-li Actual 1-Way Shear = 19.68 6.66 psi Allow 1-Way Slicer 82.16 82.16 psi Toe Reinforcing = # 6 @ 10.00 in Heel Reinforcing 4 6 j 10.00 in Key Reinforcing = #5 @ 12.00 In Other Acceptable Sizes & Spacings Toe: #4@ 5.04 in, #5i 7.82 in, #6l 11.10 in, #7@ 15.14 in, #8@ 19.94 in, #9 25. Heel: 04@ 5.04 in, #5@ 7.82 in, 06 11.10 in, 07@ 15.14 'rn #8@ 19.94 in, #9@ 25. Key: #4f 7.78 In, #S© 12.06 in #6@ 17.12 in, #7@ 18 in, #8@ Min footing T&S relnf Area 4.28 in2 Min footing T&S reinf Area per ft; 0,48 in2 itt It one layer of horizontal bars: If two layers of horizontal bars: #4mg 5.05 in #4@ 10.10 in #5cm 7.83 in #5@ 15.66 in #6@ 11.11 in #6@ 22.22 in Footing Torsion, Tv 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Top of Wait due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pcI HorIzontal Doll @ Top of Wall (approximate only) 0.072 In The above calculation is not valid lithe heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 201 Of: 204 Subject By Date 11'-4" High Wall With Seismic Loads (Alternate Footing): Project NameiNumber: retaining wal Title The Noel Residence Page Osgnr. Hung Nguyen, S.E. Date; 14 FEB 2020 Description.... TYPE 11.1 V.4' With Seismic Loads This Wall in File: z:Sjanh group\onedrive - janh groupjenh group\Ol design\01 ienh group projectsl2 Retatriprolc11987-M9, Scud 11.19.11,12 Ucenae:KW.O6OU73 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: SMR CONSULTING GROUP - Criteria Retained Height 11.00 ft Wall height above soll 0.34 ft Slope Behind Wall = 0.00 Height of Soil over Toe 12.00 in Water hotglfl over heel 0.0 ft Load Factors Building Code COC 2018,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data and Lateral Earth Pressure Allow Soil Bearing 3,500.0 psf Soil Density, Heel 110.00 pCI Equivalent Fluid Pressure Method Soil Density, Toe = 110.00 pd Active Heel Pressure 35.0 psfift FoolingIScil Friction 0.300 Soil heIght to Ignore for passive pressure = 12.00 in Passive Pressure 300.0 psflft Surcharge Loads Surcharge Over Heel 100.0 psf Surcharge Over Toe 100.0 psf NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Load Eccentricity 0.0 in Aslal Live Load 0.0 lbs Lateral Load Applied to Stem Lateral Load = 0.0 #/ft Height to Top = 0.00 ft Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem Wind on Exposed Stern 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load 1,000.0 lbs Footing Type Line Load Fooling Width 1.00 it Base Above/Below Soil Eccentricity 0.00 in at Back of Wall 1.0 ft Wall to Fig CL Dial 5.00 ft Poisson's Ratio 0.300 THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 202 lOt: 204 Subject By Date Project Name/Number: retaining wal Tilie The Noel Residence Page 2 Dsgnt Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE 11.11.4" With Seismic Loads This Wall in File zjonh grouponedrlve - jonh gtoup\Jenh group101 deslgn\01 jerth group projccts2 RetamPre (c) ispi-aoie, Build 11.19.11.12 License: KW-06056873 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACt 530-13 License To: SMR CONSULTING GROUP Earth Pressure Seismic Load Method Mononoba-Okab&Seod-Whllmsn Design Kh = 0.330 g Kae for seismic earth pressure 0.467 Using Mononobe-Okabe 1 Seed-Whitman procedure Ka for static earth pressure 0.232 Difference: Kae- Ka = 0.236 Added seismic base force = 2,135.614s Stem Weight Seismic Load 1W p Weight Multiplier 0.3.309 Added seismic base force = 282.2 lbs THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Subject By Date Project NamoiNumber retaining wal Title The Noel Residence Dsgnr Hung Nguyen, S.E. Description.... TYPE 1141'.4 With Seismic Loads This Wall In File: z:\Jenh gouponedr1ve - jenh group\enh groupt.01 desig&,01 jenh group proecls.2 Page: 203 Of: 204 Page: 3 Date: 14 FES 2020 KIfl lu1, MUM01MV.11.14 License: KW06056873 Cantilevered Retaining Wall code: CBC 2016,ACI 318-14,ACI 530.13 License To: SMR CONSULTING GROUP Wall Design Summary Stability Ratios Overturning Sliding Soil Bearing Total Seating Load resultant ecc. lBC'09 & CBC'lO, 1807.2.1 applied = 1.69 OK = 1.19 Ratio cl.51 12,268 lbs = 25.40 in Soil Pressure Toe = 3,432 psf OK Soil Pressure @ Heel Opaf OK Allowable = 3.500 psI Soil Pressure Less Than Allowable ACl Factored @Toe 5,117 PSI ACI Factored @ Heel Opal Footing Shear @ Too 33.7 psi OK Footing Shear @ Heel 23.5 psi OK Allowable 82.2 psi Sliding Resisting Forces Vertical Forces Force Soil Over Heel (above water table, If any) 7,260.0 lbs Soil Over Heel (below water table. if any) 0.0 Water Over Heel 0.0 Buoyant Force 0.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Fooling Load 444.4 Axial Dead Load on Stem 0.0 Axial Live Load on Stem • Omit Soil Over Toe 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 1.2217 Earth @ Stem Transitions 134.6 Footing Weight 2,475.0 Key Weight 512.5 Vert, component ** 0.0 Total Vertical Loads 12.2682 lbs Sliding Forces Lateral Forces EQc Heel Active Pressure (above water table, if any) 2,882.2 lbs Heel Active Pressure (below water table, if arty) 0.0 Hydrostatic Force 0,0 Heel Active Pressure 2,882.2 Surcharge over Heel 408.3 Adjacent Footing 465.6 Surcharge Over Toe 0.0 Load @ Stem Above Sot 010 Added Lateral Load 0.0 Seismic Load 2,135.6 Seismic-Self-weight 282.2 Lateral on Key 1,738.9 Totals = 7,912.8 lbs includes water (able effect Axial live load NOT included in total displayed , or used for overturning or sliding resistance, but Is Included for soil pressure calculations. Sliding Caics Lateral Sliding Force 7,912.8 lbs less 100% Passive Force - 5,709.4 lbs less 100% Friction Force - 3,680.5 lbs Added Force Req'd 0.0 lbs Ol for 1.5 Stability 2,479.4 lbs NE Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 204 Of: 204 Subject By Date Project NamelNumber : retaining wal Title The Noel Residence Page: 4 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.. TYPE 11.1 V.4° WIth Seismic Loads This Wail in File: zjeah grouptanedrive - lenh groupljach groupO1 doslgn\01 jonh group proects\2 (c) 19b1-2019, Build 11.19.1-1.12 ucens ososssm Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 53013 Resisting Moments Resisting Moments Eg= Distance Moment Soil Over Heel (above water table, if any) 7,260.0 lbs 6.00 ft 43,560.011-# Soil Over Heel (below water table, if any) 0,0 Water Table 0.0 $oil Over Heel 7,260.0 6.00 43,560.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 444.4 6.00 2,668.7 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 220.0 1.00 220.0 Surcharge Over Toe 0.0 Stem Weight(s) 1,221.7 2.46 3,002.1 Earth Q Stern Transitions 134.6 2.83 381.3 Fooling Weight 2,475.0 4.50 11,137.5 Key Weight 512.5 2.60 1,281.3 Vert. Component 0.0 Total Vertical Loads 12,288.2 lbs Resisting Moment 62,248.8 114 Eccentricity 29.1 in * Axial live load NOT Included In total displayed, or used for overturning or sliding resistance, but Is Included for soil pressure calculations. Overturning Overturning Moments Overturning Moments Eq= Distance Moment Heel Active Pressure (above water table, If any) 2,882.2 lbs 4.28 ft 12,329.2 114 Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 408.3 6.42 2,620.1 Adjacent Footing 465.8 7.42 3,453.5 Surcharge Over Too 0.0 Load Q Stem Above Sail 0.0 Added Lateral Load 0.0 Seismic Load 2,135.6 7.70 16,444.2 Selsmlc..Self.welght 282.2 6.95 1,961.4 Totals 6,173.9 lbs Overturning Moment 36,808.4 ft4 'I THE NOEL RESIDENCE 2019-021 Project CALCULATION SUBJECT Hung Nguyen, S.F 02/14/20 Page: 205 Of: 204 Subject By Date Project Name/Number: retaining wall Title The Noel Residence Page: 5 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description, TYPE 11-11'-4" With Seismic Loads This Wall in File: ztjenh grouponednve . jenh groupenh group\01 design\01 jenh group projects12 RetalnPro(c)1951-2fr19 6W, Id - License KW-0614887 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To. SMR CONSULTING GROUP Stem Design Summary 2nd Bottom Stem OK Stem OK Design Height Above Ftg It 7.33 0.00 Wall Material Above "Hf Masonry Masonry Design Method LRFD LRFD Thickness 8.00 12.00 Rebar Size # 5 # 9 Rebar Spacing 16.00 8.00 Rebar Placed at = Edge Edge Design Data Ib/FB + fa/Fa = 01886 0.989 Total Force @ Section Service Level lbs Strength Level lbs 2,311.9 8,236.9 Mom.nt .... Actual Service Level ft4 = Strength Leve ft'# 4,397.3 42,755.9 Moment ..... Allowable ft-# = 5,070.5 43,171.9 Shear.....Actual Service Level psi = Strength Leve PSI= 25.3 59.0 Shear.....Allowable psi = 80.5 80.5 Anet in2 m 91.50 139.50 Rebar Depth d' in c 5.25 9.00 I'm psi 2,000 2,000 Fy psi 60,000 60,000 Solid Grouting Yes Yes ModularRalio'n' = 16.11 16.11 Wall Weight psf 78.0 124.0 Equiv. Solid Thick, in 7.60 11.60 Masonry Block Type Medium Weight Masonry Design Method = LRFD ft psi Fy psi THE NOEL RESIDENCE 2019-021 Project Project No. CALCULATION SUBJECT Hung Nguyen, S.E 02/14/20 Page: 206 Of 204 Subject By Date Project NamelNumber retaining wal Title The Noel Residence Page; 6 Dsgnr: Hung Nguyen, S.E. Date: 14 FEB 2020 Description.... TYPE ll.'11'-4" With Seismic Loads This Wall in File: z:ljenh group\onedrive - jenh grouptjetTh group01 design01 jenh group projects\2 ieannro cj iss7uis, buU0 11.19.11.1 Ucense KW.05056a73 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 License To : SMR CONSULTING GROUP Footing Data Toe Width 2.00 ft ft 3,000 psi Heel Width 7.00 Fy - 60,000 psi Total Footing Width 9.00 ft Footing Concrete Density 150.00 pcf Footing Thickness 2200 in Mm, As % 0.0018 Key Width = 12.00 in Rebar Cover @ Top 2.00 in Key Depth 41.00 in @ Bottom 3.00 in Key Distance from Toe 2.00 ft Footing Design Results 122 Hl Factored Pressure = 5,117 0 psf Mu': Upward 111,357 8,527 ft-# Mu': Downward 18,650 37.869 ft.# Mu: Design 2,511 -1,278 ft-# Actual 1-Way Shear = 33.66 23.45 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing #6 @ 10.00 In Keel Reinforcing = #6 @ 10.00 In Key Reinforcing #5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: 4© 5.04 in, #57.82 in,#8@ 11.10 in,#7 15.14 in, #S 19.94 in, # 25. Heel: 94@ 5.04 in, #5@7.82 in, #6@ 11.10 in, #7@ 15.14 in, #a@ 19.94 in, #9ii 25. Key: #4© 7.78 in, #5@ 12.06 In, #6@ 17.12 in, #7018 In, #8 Min looting T&S reinf Area 4.28 in2 Min footing T&S reint Area per fc 0.48 1n2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #40 5.05 in #40 10.10 in #50 7.83 in #50 15.66 in #6011.11 in #60 22,22 in Footing Torsion, Tv = 0.00 ft-lbs Footing Allow. Torsion, phi lu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Doftection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci 14or1zonta1 Dell @ Top of Wall (approximate only) 0.120 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil C?E~~T~N( -Y i Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical j Environmental & Construction Engineering I Civil Engineering I Surveying February 14, 2020 CTE Job No. 10-15347G Mr. Steve Noel 2715 Greenock Ct. Carlsbad, California 92010 Telephone: (760) 535-7847 Via Email: Steve.Noel(ROArchiteu.com F -< -rim Subject: Review of Wall Plan 0 o -n G) 0 __ rri 60 0 Proposed Noel Residence Retaining Wall 2715 Greenock Ct C Carlsbad, California Reference: Structural Calculations, The Noel Residence, 2715 Greenock Ct Carlsbad, California, SMR Job No: 2019-021, dated: February 14, 2020 Z C Residential Remodel For: The Noel Residence, Wall Plan Sheets S5.1, S6.1, and S7.1, File Dated 02-14-2020 Mr. Noel: At your request, Construction Testing & Engineering, Inc. (CTE) has reviewed the retaining wall related plan sheets referenced project for the subject project. The object of our review was to L— identify potential conflicts with the recommendations presented in our referenced geotechnical report. It is our conclusion that the reviewed plan sheets are in substantial conformance with recommendations presented in our referenced soils report. Also as discussed with the project Structural Engineer, a 1/3 increase in the allowable and passive soil pressures is appropriate for evaluation of seismic loading. In addition the following is provided in response to Esgil Plan Check Comment 15: The site is not subject to liquefaction or significant seismic settlement or associate geologic conditions. Should you have any questions or need further information please do not hesitate to contact this office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. No.2665 Dan T. Math, GE #2665 EXP.12/31/18 Principal Engineer OF C DTM:ack 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 746-4955 I Fax (760) 746-9806 1 www.cte-inc.net 6MV?wPa76:?7 10 CIE'0~~~IN( __Y Construction Testing & Engineering, Inc. Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying January 31, 2020 CTE Job No. 10-15347G Mr. Steve Noel 2715 Greenock Court Carlsbad, California 92010 Telephone: (760) 535-7847 Via Email: Mj~'AVA Q4 UMT11 OR 1dVj __JO A.L13 Subject: Proposed Noel Residence Retaining Wall 01018 i 2715 Greenock Court Carlsbad, California Mr. Noel: Construction Testing and Engineering, Inc. (CTE) has completed a geotechnical evaluation and is providing preliminary conclusions and recommendations for the proposed approximately 10-foot tall retaining wall at the above referenced site. Based on our evaluation, the proposed retaining wall will be suitable and stable for construction at the site, provided the design of the wall, by a qualified 0 professional, utilizes the preliminary recommendations provided herein. 1.0 Site and Work Description The site consists of a previously graded building pad that supports an existing single-story, single- family residence. The previously graded building pad utilized an approximately 2:1 (horizontal: vertical) slope to transition from the building pad to the street below. The proposed retaining wall will generally be used to replace the slope. 2.0 Laboratory Testing Laboratory tests were conducted on a selected soil samples for classification purposes, and to evaluate physical properties and engineering characteristics. Laboratory tests included: Modified Proctor and Remolded Direct Shear. The test results are attached herewith. 3.0 General CTE concludes that the proposed improvements on the site are feasible from a geotechnical standpoint, provided the preliminary recommendations in this report are incorporated into the design and construction of the project. Recommendations for the proposed earthwork and improvements are included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D should conflicts exist. These preliminary 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph(760)746-4955 I Fax(760)746-9806. I www.cte-inc.net C &2cAt'3C' Page 2 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 - CTE Job No. 10-15347G recommendations should either be confirmed as appropriate or updated following required excavations, demolition of existing improvements, and observations during site preparation. 3.1 Site Preparation Prior to grading, areas to receive distress sensitive improvements should be cleared of existing debris and deleterious materials. Objectionable materials, such as construction or demolition debris and vegetation not suitable for structural backfill should be properly disposed of off-site. We anticipate it will be suitable to excavate to the proposed wall foundation depths, wet down, and compact the surface of the exposed materials. As such, significant overexcavation is not anticipated. However, such conditions must be confirmed during construction. If loose or otherwise unsuitable materials are encountered at the base of overexcavations, additional excavation to the depth of suitable material may be necessary. A geotechnical representative from CTE should observe the exposed ground surface prior to placement of other compacted fill or improvements, to verify the competency of exposed .subgrade materials. After approval by this office, the exposed subgrades, where or if they are to receive fill, should be scarified a minimum of eight inches, moisture conditioned, and properly compacted prior to fill placement. 3.2 Site Excavation Based on CTE's observations, shallow excavations at the site should generally be feasible using well-maintained heavy-duty construction equipment run by experienced operators. 3.3 Fill Placement and Compaction Areas to receive fills or backfill should be scarified approximately eight inches, moisture conditioned, and properly compacted. Fill and backfill should be compacted to a minimum relative compaction of 90 percent at above optimum moisture content, as evaluated by ASTM D 1557. The optimum lift thickness for fill soil depends on the type of compaction equipment used. Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose thickness. Fill placement and compaction should be conducted in conformance with local ordinances, and should be observed and tested by a CTE geotechnical representative. \\ESC_SERVER\Projects\10-15347G\Ltr_Ret Wall Recs.doc Page 3 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 CTE Job No. 10-15347G 3.4 Fill Materials Properly moisture conditioned very low to low expansion potential soils derived from the on-site materials are considered suitable for reuse on the site as compacted fill. If used, these materials should be screened of organics and materials generally greater than three inches in maximum dimension. Irreducible materials greater than three inches in maximum dimension should not be generally used in shallow fills (within three feet of proposed grades). Imported fill beneath structures and flatwork should have an Expansion Index of 20 or less (ASTM D 4829). Imported fill soils for use in structural or slope areas should be evaluated by the soils engineer a minimum of two weeks before being imported to the site. 3.5 Temporary Construction Slopes The following recommended slopes should be relatively stable against deep-seated failure, but may experience localized sloughing. On-site soils are considered Type B soils with a recommended maximum slope ratio of 1:1. Actual field conditions and soil type designations must be verified by a "competent person" while excavations exist, according to Cal-OSHA regulations. In addition, the above sloping recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 3.6 Preliminary Retaining Wall Design Recommendations The following recommendations are for preliminary design purposes only. Allowable footing bearing pressure, at minimum depth of 12 inches below lowest adjacent subgrade elevation: 3,000 psf, plus an additional 250 psf for each additional six inches of embedment up to a maximum value of 3,500 psf. Footings should have a minimum 7.5 feet distance to daylight from adjacent descending slopes. Passive Soil Pressure: 300 psf per foot of depth, with a maximum value of 3,000 psf. Coefficient of Soil Friction: 0.30 Active and At-Rest (if needed) soil pressures should be as shown in Table 3.6. If needed, a design seismic coefficient of 0.33 can be used for simple wall design. The structural engineer should provide all footing and wall detailing and specifications. A typical but adequate backdrain system should be installed for walls, as necessary and per the structural engineer or architect. \\ESC_SERVER\Projects\10-I 5347G\Ltr_Ret Wall Recs.doc Page 4 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 CTE Job No. 10-15347G TABLE 3.6 EQUIVALENT FLUID UNIT WEIGHTS (Gh) (pounds per cubic foot) SLOPE BACKFILL WALL TYPE LEVEL BACKFILL 2:1 (HORIZONTAL: VERTICAL) CANTILEVER WALL 35 55 (YIELDING) RESTRAINED WALL 55 65 3.7 Seismic Design Criteria The seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-16 Standard. This was accomplished by establishing the Site Class based on the soil properties at the site. Site coefficients and parameters were calculated using the U.S. Seismic Design Maps application. These values are intended for the design of structures to resist the effects of earthquake ground motions for the site coordinates 33.15960639° latitude and— 117.30118606° longitude, as underlain by soils corresponding to site Class C. \\ESC_SERVER\Projects\10-15347G\Ltr_Ret Wall Recs.doc Page 5 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 CTE Job No. 10-15347G TABLE 3.7 SEISMIC GROUND MOTION VALUES (CODE-BASED) 2019 CBC AND ASCE 7-16 PARAMETER VALUE 2019 CBC/ASCE 7-16 REFERENCE Site Class C ASCE 16, Chapter 20 Mapped Spectral Response 1.076 Figure 1613.2.1 (1) Acceleration Parameter, S5 Mapped Spectral Response 0.415 Figure 16 13.2.1 (2) Acceleration Parameter, Si Seismic Coefficient, Fa 1 Table 1613.2.3 (1) Seismic Coefficient, F 1.385 Table 1613.2.3 (2) MCE Spectral Response 1.076 Section 1613.2.3 Acceleration Parameter, SMS MCE Spectral Response 0.575 Section 16 13.2.3 Acceleration Parameter, SM! Design Spectral Response 0.717 Section 1613.2.5(1) Acceleration, Parameter SDS Design Spectral Response 0.383 Section 1613.2.5 (2) Acceleration, Parameter SD! Peak Ground Acceleration 0.415 ASCE 16, Section 11.8.3 PGAM 3.8 Seismic Design The more detailed seismic design is required, the following can be used. Lateral pressures on cantilever retaining walls (yielding walls) over six feet high due to earthquake motions may be calculated based on work by Seed and Whitman (1970). The total lateral earth pressure against a properly drained and backfilled cantilever retaining wall above the groundwater level can be expressed as: PAE = PA + APAE For non-yielding (or "restrained") walls, the total lateral earth pressure may be similarly calculated based on work by Wood (1973): PKE = PK + APKE Where PA/b = Static Active Earth Pressure = GhH2/2 \\ESC_SERVER\Projects\10-I 5347G\Ltr_Ret Wall Recs.doc Page 6 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 CTE Job No. 10-15347G PK/b = Static Restrained Wall Earth Pressure = GhH2/2 APAEIb = Dynamic Active Earth Pressure Increment = (3/8) kh 7H2 zP1/b = Dynamic Restrained Earth Pressure Increment = kh yH2 b = unit length of wall (usually 1 foot) kh = 1/2* PGAm (PGA m given previously Table 6.8) Gh = Equivalent Fluid Unit Weight (given previously Table 6.9) H = Total Height of the retained soil = Total Unit Weight of Soil z 135 pounds per cubic foot *It is anticipated that the 1/2 reduction factor will be appropriate for proposed walls that are not substantially sensitive to movement during the design seismic event. Proposed walls that are more sensitive to such movement could utilize a 2/3 reduction factor. If any proposed walls require minimal to no movement during the design seismic event, no reduction factor to the peak ground acceleration should be used. The project structural engineer of record should determine the appropriate reduction factor to use (if any) based on the specific proposed wall characteristics. The static and increment of dynamic earth pressure in both cases may be applied with a line of action located at H/3 above the bottom of the wall (SEAOC, 2013). These values assume non-expansive backfill and free-draining conditions. Measures should be taken to prevent moisture buildup behind all retaining walls. Drainage measures should include free- draining backfill materials and sloped, perforated drains. These drains should discharge to an appropriate off-site location. Waterproofing should be as specified by the project architect. 3.9 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion-reducing devices and positive drainage should be established around the proposed improvements. Positive drainage should be directed away from improvements at a gradient of at least two percent for a distance of at least five feet. However, the project civil engineers should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes. CTE understands that some agencies are encouraging the use of storm-water cleansing devices. Use of such devices tends to increase the possibility of adverse effects associated with high groundwater including slope instability. \\ESC_SERVER\Projects\10-15347G\Ltr_Ret Wall Recs.doc Page 7 Proposed Noel Residence Retaining Wall 2715 Greenock Court Carlsbad, California January 31, 2020 CTE Job No. 10-15347G 3.10 Slopes Based on anticipated soil strength characteristics slopes, if proposed, should be constructed at ratios of 2:1 (horizontal: vertical) or flatter. These slope inclinations should exhibit factors of safety greater than 1.5. Although properly constructed slopes on this site should be grossly stable, the soils will be somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of slopes unless that water is confined to properly designed and constructed drainage facilities. Erosion-resistant vegetation should be maintained on the face of all slopes. Typically, soils along the top portion of a fill slope face will creep laterally. CTE recommends against building distress-sensitive hardscape improvements within five feet of slope crests, and against using thickened edges in this area. We appreciate the opportunity to be of service on this project. Should you have additional questions or comments, please do not hesitate to contact our office. Respectfully submitted, CONSTRUCTION TESTING & ENGINEERING, INC. Dan T. Math, GE #2665 Principal Engineer a '112/31/20 Attachments: Lab Results (Two Sheets Total) \\ESC_SERVER\Projects\10-15347G\Ltr_Ret Wall Recs.doc LABORATORY COMPACTION OF SOIL (MOD.) C I 7E I~,, . ASTM D 1557 Project Name: Steve Noel Res Project No.: 10-15347G Lab No.: 30298 Sample Location: N/A Sample Description: Dark Brown SM Tested By: JH Date: 12/20/2019 Calculated By: JH Date: 12/20/2019 Sampled By: DM Date: 12/12/2019 Depth (ft.) N/A Moisture Added (ml) 11 0 1 50 1 100 [ 150 TEST NO. 1 2 3 4 Wt. Comp. Soil + Mold (g) 3936 4019 4034 3996 Wt. of Mold (g) 2001 2001 2001 2001 Net Wt. of Soil (g) 1936 2019 2034 1996 Wet Wt. of Soil + Cont. (g) 220.5 1 212.5 J 216.0 1 222.0 1 Dry Wt. of Soil + Cont. (g) 200.5 189.5 1 189.5 1 191.5 Wt. of Container (g) 0.0 0.0 1 0.0 0.0 Moisture Content (%) 10.0 12.1 14.0 15.9 Wet Density (pcf) 128.1 133.6 134.6 132.1 Dry Density (pcf) 116.5 1 119.2 1 118.1 114.0 1 Preparation Method: Dry X Moist______ Mechanical Rammer X Manual Rammer Hammer Weight: I 10.0 lb. Drop:I 18 in. Mold Volume (ft.3): r 0.03330 I PROCEDURE USED X I Procedure A Passing No. 4 (4.75 mm) Sieve I: 4 in. (101.6 mm) diameter rs: 5 (Five) is per layer: 25 (twenty-five) be used if No.4 retained =1< 25% I Procedure B Passing 3/8 in. (9.5 mm) Sieve I: 4in.(101.6mm) diameter rs: 5 (Five) is per layer: 25 (twenty-five) be used if 3/6 retained =1< 25% I Procedure C Passing 3/4 in. (19.0 mm) Sieve I: 6 in. (152.4 mm) diameter rs: 5 (Five) is per layer: 56 (fifty-six) be used if 3/4" retained =/< 30% M0MMMMMMMMWMMMMF ____1 • 'S S. IS I IS I IS S S OVERSIZE FRACTION Total Sample Weight (g):i 13875 Weight Retained (g) Percent Retained Plus 3/4"1 0.0 Plus 3/8"1 0.0 185 I Plus #41 1.3 Maximum Dry Density (pcf) 119.2 Optimum Moisture Content (%) 12.5 Rock Correction Applied per A D 4718 Maximum Dry Density (pcf) N/A Optimum Moisture Content (%) N/A Proctor 30298 PRECONSOLIDATION 0.025 0.026 0.027 0.028 C) 0.029 0.030 0.031 0.032 0.033 0.034 0.1 1 10 TIME (minutes) UhIP!!iI - ." IIuluuI• i!iiilTI .1 !?IiIUIIIUI 0 jJ 0 2 4 6 8 10 12 14 16 18 20 100 II 1000 psf I STRAIN VERTICAL 3000 psf I II STRESS ______ 5000 psfl I FAILURE ENVELOPE 5000 41 4000 In CL 3000 w I-. U) C, z 2000 w U) 1000 d=0 1200 mm/mm 0 0 1000 2000 3000 4000 5000 VERTICAL STRESS (psf) CTE INC SHEAR STRENGTH TEST - ASTM D3080 Job Name: Steve Nole Residence Initial Dry Density (pcf): 107.3 Project Number: 10-15347G Sample Date: 12/12/2019 Initial Moisture (%): 12.5 Lab Number: 30298 Test Date: 12/23/2019 Final Moisture (%): 19.0 Sample Location: N/A Tested by: KF Cohesion: 180 psf Sample Description: Grayish Brown SM Angle Of Friction: 42.3 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment e t Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs .2 .2 .2 r .0 E o -=3 -- - CL .- C) 0 - .2 Best Management Practice* - (BMP)Description - - Q) C31 M . - a) H - - -.- ' , CD W 0 -o a) °- _ - >, .° NC o a) 0 ta 2 = - C) 00 0' 00 0 --o 0 L. 0 C 0 a) -o 0 0 0 0 0 0 0 0 0 0 0 C) LI C Cl) Cl) (I) C.) Li C) Cl)> (/) C/) Q Cl) E Cl) D O 0 D > 0 Cl) C/ C/) C) Cl) 0 CASQA Designation — r , - LO to r- 00 2 N) I LL) cf )()C.) LJJJJJLJL1J Cl)Cl)C/)Cl) Z 3. Construction Activity Lij Li Li LI (I) Cl) Cl) Cl) Cl) Cl) Cl) Cl) Z Z Z > Grading/Soil Disturbance — — — — — — — — — — — — — — — — — Trenching/Excavation — — — — — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — — — Drilling/Boring — — — — — — — — — — — — — — - Concrete/Asphalt Sawcutting - — — — — — — — — — — — — — — $ Concrete Flatwork - — — — — — — — — — — — — — — — — — — — - Stockpiling -- —.— — — — — — — — — — — — — — — — — Conduit/Pipe Installation Paving ---- - — — — — — — — — — — — — — — — < Stucco/Mortar Work ---- — — — — — — — — — — — — — — — — X Waste Disposal -- — — — — — — — — — — — — — — — — - Staging/Lay Down Area --- — — — — — — — — — — — — — — — — — — -- — — — — — — — — — — — — — — — — — — Hazardous Substance Use/Storage - Dewatering Equipment Maintenance and Fueling— — — — — — — — — — — — — — — — — — — — Site Access Across Dirt — - Other (list): — — ---- — — — — — — — — — — — — — Instructions: - Check the box to the left of all applicable construction activity (first column) expected to occur during construction. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP ITdM— 1T,5rT STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN—OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 4j 4cg;— OWN /0 E S AGENT NAIE (PRINT) I' OWNER()?O S AGEN APE (SIGNATURE) DATE E-29 PROJECT INFORMATION Site Address: 211:5 c;t- Assessor's Parcel Number: IOZ Z( Emergency Contact: Name: :EWt4 24 Hour Phone: Construction Threat to Storm Water Quality (Check Box) LI MEDIUM /LOW Page 1 of 1 REV 11/17