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HomeMy WebLinkAbout1078 SEAHORSE CT; ; CBR2021-0243; PermitPERMIT REPORT Residential Permit Print Date: 01/28/2022 Job Address: 1078 SEAHORSE CT, CARLSBAD, CA 92011-3413 Permit Type: Parcel#: Valuation: BLDG-Residential 2145304100 $144,018.48 Work Class: Track#: Lot#: Project#: Plan#: Second Dwelling Unit Occupancy Group: R3 #of Dwelling Units: 1 Bedrooms: Bathrooms: Construction Type:VB Orig. Plan Check#: Plan Check#: Project Title: Description: SMITH: (945 SF) NEW DETACHED ADU Applicant: Property Owner: NADER GHASSEMLOU 4746 BLACKTHORNE AVE LONG BEACH, CA 90808 (562) 857-4085 COOWNERS GRANT AND KIRSTEN SMITH 1076 SEAHORSE CT FEE SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-MEDIUM BUILDING PLAN CHECK FEE (BLDG) CARLSBAD, CA 92011 GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION SB1473 GREEN BUILDING STATE STANDARDS FEE MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL STRONG MOTION-RESIDENTIAL BUILDING PERMIT FEE ($2000+) ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PUBLIC FACILITIES FEES -inside CFD COMMUNITY FACILITIES DISTRICT (CFD) FEE -RES Total Fees: $4,171.90 Total Payments To Date: $4,171.90 (city of Carlsbad Permit No: CBR2021-0243 Status: Closed -Finaled Applied: 01/27/2021 Issued: 04/13/2021 Finaled Close Out: 01/28/2022 Inspector: Final Inspection: Balance Due: TAlva 12/14/2021 AMOUNT $246.00 $55.00 $550.02 $175.00 $6.00 $92.00 $182.00 $18.72 $785.75 $66.00 $969.82 $1,025.59 $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 11fees/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. 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov l_ City of Carlsbad _d_ RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check 9s~ ~(},)Y1, Est. Value ~~ PC Deposit Oat e ___,_,/ lµ.,ar=.,2-1--l::c..2-__._[ _ r I Job Address.~ Seahorse Court Carlsbad, CA 92011 Suite:. _____ APN: 214-530-41-00 CT/Project #:_1_32_8_2 _______________ Lot #: 78 Year Built: _1_9_9_7 ______ _ Fire Sprinklers: QvEs(!) NO Air Conditioning:(!) YES Q NO Electrical Panel Upgrade: (!)YESQ NO BRIEF DESCRIPTION OF WORK: ADDING NEW 945 S.F. DETACHED ACCESSORY DWELLING UNIT IN THE NORTH EAST CORNER OF THE PROPERTY 0 Addition/New: 945 Living SF, ____ Deck SF, ____ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? 0Y ON New Fireplace? 0 Y ON , if yes how many? _1 __ D Remodel: SF of affected area -----Is the area a conversion or change of use ? OY 0 N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ 0Solar: ___ KW,, ___ .Modules, Mounted: 0Roof 0Ground, Tilt: 0 Y0 N, RMA: 0Y ON, Batterv:OY ON, Panel Upgrade: OY ON D Reroof: --------------------------------□ Plumbing/Mechanical/Electrical 0 Only: Other: This permit is to be Issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER Name: Grant Smith Address: 1076 Seahorse Court APPLICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT Name: Nader Ghasssemlou (obiekt Studio) Address: ___________________ \ City: Carlsbad State: CA Zip:_92_0_1_1 __ City: _________ .State: ___ ,Zip: ____ _ Phone: 951 704-2257 Phone: __________________ _ Email: ~£:tf O Ql5 "15,1'!':«-; \. C() ('> Email: _________________ _ DESIGN PROFESSIONAL APPLICANT Iii CONTRACTOR OF RECORD APPLICANT 0 Name: Nader Ghasssemlou (objekt Studio) Name:_G_ra_n_t s_m_it_h _____________ _ Address: 5902 Bixby Village Dr. #6 Address:_1_07_6_S_;_e_;_ah_o_;_rs_;_e_C_;_o_u_rt ___________ _ City: Long Beach State: CA Zip: 90803 City: Cc.r-lS\ic-..,A State: GJ\ Zip: gd-0 \) Phone: 562-857-4085 Phone:_9~$...,_l -_7.....:;0_,':/c..•_,).;,::):£:.:aoS7~--------- Emall: Qade r (? oh 5-e K. s+udr"o , {OM-Email: 'a ... , ,.Y'r pools o:T $ ,,.,.;, , . co ,.-., Architect State License:___________ State License/class: ______ ,Bus. License: ___ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Bu1ld1ng«llcarlsbadca.gov REV. 08/20 IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 {commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations: Di 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 ls issued. Policy No. ________________________________________ _ DI 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: _____________________ _ Polley No •. ___________________________ Expiration Date: ______________ _ 0 Certificate of Exemption: I certify that in the performance of the work for which this permit !s 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. 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: _____________________ _ CONTRACTOR PRINT: _________ SIGN: _________ DATE: (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: fl!, as owner of the property or my employees with wages as their sole compensation, wHI 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). 1SJ.1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who bullds or improves thereon, and contracts for such projects with contractor(sl licensed pursuant to the Contractor's License Law). 0 lam exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: 'r::r•owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. 0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable Jaw, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http://www.Jeginfo.ca.gov/cafaw.htmJ. SIGN: --2:>::;._'=.,___~,_.......,:;___DATE: __,_/-_)""--"l_-_::)'-+-1-OWNER PRINT: _fux.-=....:..>""'i::,"'-'-\ __ $....._,-..._.,._\-,-_._h. __ APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, J certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. 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. J hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SA VE, 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 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT: Gr ... ~ $"'0\.-SIGN: ..-::::2::->:::-_::i~...:::::z:'.::::::::_ __ DATE: I -11-} I 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Build112.R@carhbadca ~ 2 REV. 08/20 (_ City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner--builder of the property located at: Site Address / O:J.. 5 eo.h.b)'.'_n C ou.~ The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. l) ~ 1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner· Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. 1, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner·-Bullder and am aware of the limits of my insurance coverage for injuries to workers on my property. 11. "':D~ I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. :;,J' I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. ~I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 08/20 Owner-Builder Acknowledgement Continued VI. ~I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single--family resicfential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ~I am aware of and consent to an Owner---Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: XI. )J"), I agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. :2LL,1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I hove read and understand all of the information provided on this form and that my responses, Including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel . ... G,..,_.._,.,, ·····-. s ~-+- Property Owner Name (PRINT) I-d-C>-), I Date 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2021-0243) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date 10/15/2021 Closed -Finaled Actual Inspection Type Start Date 10/15/2021 BLDG-16 Insulation Checklist Item Application Date: 01/27/2021 Issue Date: 04/13/2021 Expiration Date: 04/19/2022 IVR Number: Inspection No. 168722-2021 COMMENTS 31219 Inspection Status Passed Owner: COOWNERS GRANT AND KIRSTEN SMITH Subdivision: CARLSBAD TCT#92-01 Address: 1078 SEAHORSE CT CARLSBAD, CA 92011-3413 Primary Inspector Reinspection Inspection Tony Alvarado Complete Passed BLDG-Building Deficiency October 15, 2021: 2021-(Virtual Inspection-pass). Yes 10/21/2021 10/21/2021 BLDG-17 Interior Lath/Drywall Checklist Item No thermal insulation installation Deficiencies. 1. Energy-efficient thermal insulation installation, Located at entire interior ADU dwelling unit, completed building. 2. Entire dwelling unit locations, exterior wall, title 24 energy efficienMhermal insulation installation: type, size, installation methods -approved. 169056-2021 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency October 21, 2021: (Virtual Inspection). 12/14/2021 12/14/2021 BLDG-Final Inspection Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Friday, January 28, 2022 1. No Deficiencies. 2. Drywall/Gypsum Board; type, size, and method of attachment anchoring schedule, per plan -approved. 172563-2021 COMMENTS Passed T any Alvarado Passed Yes Passed Yes Yes Yes Yes Complete Complete Page 5 of 5 '" ' PERMIT: INSPECTION HISTO8.Y for (CBR20~1-0243) Permit Type: BLDG-Residential Application Date: 01/27/2021 Owner: COOWNERS GRANT AND KIRSTEN SMITH Work Class: Second Dwelling Unit Status: Closed -Finaled Issue Date: 04/13/2021 Expiration Date: 04/19/2022 IVR Number: 31219 Subdivision: CARLSBAD TCT#92-01 Address: 1078 SEAHORSE CT CARLSBAD, CA 92011-3413 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Friday, January 28, 2022 Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS September 8, 2021: (shearwall Inspection-Partial pass) and completed on September 7, 2021 -Tuesday. 1. Building-shearwa11 inspection Deficiencies. 2. Plywood shearwall; type, size, and method of attachment schedule-partial pass. 3. openings-horizontal, top and bottom, metal connection straps -missing. Structural engineer's plans and detail specifications, sheet S1 .4, need to be addressed. 4. Rest of shear wall attachment schedule-approved. 5. Correction noted on inspection card and informed contractor/owner builder Grant. 6. ADU required to be dried-in, prior to requesting rough combination (MEPS) inspection. Informed contractor/builder owner Grant on Tuesday, September 7, 2021. September 30, 2021: 1. Rough frame combination i nspecti on-approved. 2. Structural framing, electrical, mechanical, and plumbing scope of work per structural plans and detail specifications-approved. September 30, 2021: 1. Rough frame combination inspection-approved. 2. Structural framing, electrical, mechanical, and plumbing scope of work per structural plans and detail specifications-approved. September 30, 2021: 1. Rough frame combination inspection-approved. 2. Structural framing, electrical, mechanical, and plumbing scope of work per structural plans and detail specifications-approved. September 30, 2021: 1. Rough frame combination inspection -approved. 2. Structural framing, electrical, mechanical, and plumbing scope of work per structural plans and detail specifications-approved . Passed No Yes Yes Yes Yes Page 4 of 5 0 "" ' ' ~ PERMIT INSPECTION HISTORY for ( B82021-0243) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Scheduled Date Closed -Finaled Actual Inspection Type Start Date BLDG-84 Rough Combo(14,24,34,44) Checklist Item Application Date: 01/27/2021 Issue Date: 04/13/2021 Expiration Date: 04/19/2022 IVR Number: Inspection No. 165929-2021 COMMENTS 31219 Inspection Status Failed Owner: COOWNERS GRANT AND KIRSTEN SMITH Subdivision: CARLSBAD TCT#92-01 Address: 1078 SEAHORSE CT CARLSBAD, CA 92011-3413 Primary Inspector Reinspection Inspection Tony Alvarado Reinspection Incomplete Passed BLDG-Building Deficiency September 8, 2021: (sheaiwal1 Inspection-Partial pass) and completed on September 7, 2021 -Tuesday. No 09/30/2021 09/30/2021 BLDG-18 Exterior Lath/Drywall Checklist Item 1. Building-sheaiwall inspection Deficiencies. 2. Plywood shearwall; type, size, and method of attachment schedule-partial pass. 3. openings-horizontal, top and bottom, metal connection straps -missing. Structural engineer's plans and detail specifications, sheet S1 .4, need to be addressed. 4. Rest of shear wall attachment schedule-approved. 5. Correction noted on inspection card and informed contractor/owner builder Grant. 6. ADU required to be dried-in, prior to requesting rough combination (MEPS) inspection. Informed contractor/builder owner Grant on Tuesday, September 7, 2021. 167689-2021 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency September 30, 2021: Friday, January 28, 2022 BLDG-84 Rough Combo(14,24,34,44) No stucco wire metal lath deficiencies. 1. Exterior metal stucco wire lath, weep screed, comer beads, silicone caulking at all penetrations, flashing components installed -approved. 167575-2021 Passed Tony Alvarado Complete Passed Yes Complete Page 3 of 5 PERMIT INSPECTION HISTORY for (CBR2021-0243) Permit Type: BLDG-Residential Application Date: 01/27/2021 Owner: COOWNERS GRANT AND KIRSTEN SMITH Work Class: Second Dwelling Unit Issue Date: 04/13/2021 Subdivision: CARLSBAD TCT#92-01 Address: 1078 SEAHORSE CT CARLSBAD, CA 92011-3413 Status: Scheduled Date 08/02/2021 09/08/2021 Closed -Finaled Expiration Date: 04/19/2022 IVR Number: 31219 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Checklist Item COMMENTS BLOG-Building Deficiency 08/02/2021 BLDG-23 163279-2021 Partial Pass Tony Alvarado GasfTest/Repairs Checklist Item BLDG-Building Deficiency COMMENTS August 2, 2021. 1. No underground electrical Deficiencies. 2. New underground electrical trench; depth and width of trench, for future electrical conduit-partial pass. 3. Underground gas pipe, in trench, yellow tracer wire, under air pressure pipe leak test with Gage-approved. BLDG-31 Underground/Conduit~ Wiring 163401-2021 Passed T any Alvarado Checklist Item BLDG-Building Deficiency COMMENTS August 2, 2021. 1. No underground electrical Deficiencies. 2. New underground electrical trench; depth and width of trench, for future electrical conduit-partial pass. 09/08/2021 BLDG-13 Shear Panels/HD {ok to wrap) 166093-2021 Partial Pass Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS September 8, 2021: (shearwall Inspection-Partial pass) and completed on September 7, 2021 -Tuesday. 1. Building-shearwall inspection Deficiencies. 2. Plywood shearwall; type, size, and method of attachment schedule-partial pass. 3. openings-horizontal, top and bottom, metal connection straps -missing. Structural engineer's plans and detail specifications, sheet S1 .4, need to be addressed. 4. Rest of shear wall attachment schedule-approved. 5. Correction noted on inspection card and informed contractor/owner builder Grant. 6. ADU required to be dried-in, prior to requesting rough combination (MEPS) inspection. Informed contractor/builder owner Grant on Tuesday, September 7, 2021. Friday, January 28, 2022 Reinspection Inspection Passed Yes Reinspection Incomplete Passed Yes Complete Passed Yes Reinspection Incomplete Passed Yes Page 2 of 5 Building Permit Inspection History Finaled (city of Carlsbad Permit Type: Work Class: Status: Scheduled Date 05/26/2021 06/03/2021 07/02/2021 07/06/2021 07/0712021 PERMIT INSPECTION HISTORY for (CBR2021-0243) BLDG-Residential Application Date: 01/27/2021 Owner: COOWNERS GRANT AND KIRSTEN SMITH Second Dwelling Unit Issue Date: 04/13/2021 Subdivision: CARLSBAD TCT#92-01 Closed -Finaled Expiration Date: 04/19/2022 Address: 1078 SEAHORSE CT IVR Number: 31219 CARLSBAD, CA 92011-3413 Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 05/26/2021 BLDG-22 Sewer/Water Service 158205-2021 Passed Tony Alvarado 06/03/2021 BLDG-11 158731-2021 Partial Pass Tony Alvarado 07102/2021 07/06/2021 07/07/2021 Foundation/Ftg/Piers (Rebar) Checklist Item BLDG~Building Deficiency COMMENTS June 3, 2021: 1. No footings/foundation steel reinforcemenUbuilding deficiencies. 2. Foundation footings/slab steel reinforcement rebar, per structural engineers plans and detail specifications - approved. 3. Pending: property line setbacks to building forms certification. 4. Geotechnical/soils engineering, for footing bottoms and slab pad certification-received and verified. 4. Informed Owner, regarding ADU Building Structure setbacks to property line certification form required from civil engineer or surveyor, not received or verified. BLDG-21 161014-2021 Failed Paul Burnette Underground/Underflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency BLDG-15 Roof/ReRoof 161183-2021 Passed Paul Burnette (Patio) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-21 161184-2021 Failed Paul Burnette U ndergrou nd/U n derflo or Plumbing Checklist Item COMMENTS BLDG-Building Deficiency BLDG-21 161275-2021 Passed Paul Burnette U nderg round/U nde rflo or Plumbing Complete Reinspection Incomplete Passed Yes Reinspection Incomplete Passed No Complete Passed Yes Reinspection Incomplete Passed No Complete Friday, January 28, 2022 Page 1 of 5 CASTILLO ENGINEERING STRUCTURAL CALCULATIONS FOR MENDOZA RESIDENCE ADDITION AND REMODEL 1 076 SEAHORSE COURT CARLSBAD CA 92 □ 1 1 l 4-.JAN-Z 1 I I 1205 PINE AVENUE,SUITE 201,LDNG BEACH, CALIFORNIA 90813 T: 562.961.5600 F: 562.961.57 □□ WWW.CASTILLOENGINEERING.C □M "ARCHITECT ENGR. MC CASTILLO ENGINEERING, INC. 1205 Pine Avenue. Suite 201 Long Beach, CA 90813 DESIGN CRITERIA 1 Soil supporting footings is natural grade or engineered fill. JOB JOB NO. 2 Soil allowable bearing pressure used in design_=-1=-5=-0=-0----=-P-=S..c.F ________ _ 3 Footing shall extend~ minimum into undisturbed soil or~ below finish grade whichever is lower. 4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days. 5 Reinforcing steel shall conform to ASTM 615, Grade 60. 6 Structural steel shall conform to the following: Wide flange shapes TS shapes Pipe shapes Other rolled shapes, Bars and plates ASTMA992 ASTM A500, Grade B ASTM A53 , Grade B ASTMA36 7 Structural steel shall be fabricated in a shop of an approved fabricator. 8 All welding shall be done by Certified Welders. 9 Concrete Block shall conform to ASTM C90, Grade N-1. 1 O Grout shall develop 2000 psi in 28 days. 11 Mortar shall be Type S and develop 1800 psi in 28 days. 12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17) Light Framing Joist & Planks Beams & Stringers Posts & Timbers 13 Glue Laminated Timbers shall be combination No. 24F-V8. 14 Plywood shall conform to PS 1-95, Structural 1. Construction No.2 No. 1 No. 1 15 All material and workmanship shall conform to the requirements of 2019 California Building Code. 2 SHEET NO. ARD.JITECT ENGR. DATE CASTILLO ENGINEERING, INC. 1205 Pine Avenue, Sute 201 Long Beach, CA 90813 SHEET ND. DOUGLAS FIR-LARCH DESIGN VALUES DESIGNATl □N GRADE FB PT Fcperp. LIGHT FRAMING CONSTRUCTION 1000 650 625 2" TO 4" THICK 2"TO4'WIDE JO/BT & PLANKS NO.2 900 575 625 2" TO 4" THICK 6"&WIDER POST & TIMB£R NO.1 1200 825 625 5x5 AND LARGER WIDTH NOT MORE THAN 2" GREATER THAN THICKNESS B£AM & BTRING£R NO.1 1350 675 625 5"& THICKER WIDTH MORE THAN 2" GREATER THAN THICKNESS GLU-LAM B£AMB COMBINATION 2400 1100 650 NO. 24F-V8 Y-DIR 1450 1100 560 (1 )THE ABOVE VALUES ARE TAKEN FROM THE 2018 NDS. (2)USE STANDARD GRADING RULE ND. 1 7. Fe Fv 1650 180 1350 180 1000 170 925 170 1650 265 1650 230 3, E E MIN 1,500,000 550,000 1,600,000 580,000 1,600,000 580,000 1,600,000 580,000 1,800,000 930,000 1,600,000 830,000 Based On: 2019 CBC CASTILLO ENGINEERING 1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813 37683.00 PROJECT: Cr= 1.15 (repetitive member factor) F,,, = 180 psi (for Light Framing and Joists & Planks) Wood : Douglas-Fir/Larch E = 1,500,000 psi (Const Light Framing) F, = 170 psi (for Beams & Stringers and Posts & Timbers) E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers) t-LUUK KUUt- MEMBER: SIZE: (35 PCF) PROPERTIES: BENDING STRESS: (k-ft & kl c, =1.00 (k-ft & kl Nominal Grade Type B(in) D (in) PLF A(in"2) S(in"3) l(in.11.4) Fb(psi) c, Fb X c, Vmax Mmax Mmax(rep) Vmax Mmax 2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111.1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05 6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47 6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45 6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6 6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0 6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2 C,=1.25 Mmax(rep) 0.37 1.06 1.70 2.54 3.41 4.26 0.86 2.47 4.30 6.46 8.76 11.0 _.,. ARCHITECT OAff Fv= 290 Fb: 2900 E: 2000000 a:= 2000000 b 3. 5 0 X 3. 5 0 X 3. 5 0 X 3. 5 0 X 3. 5 0 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X d 9. 5 0 11. 875 14.0 16. 0 18.0 20.0 22.0 24.0 26.0 28.0 9.500 11.875 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0 34.0 36.0 38.0 40.0 42.0 9. 5 0 11. 875 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0 34.0 36.0 40.0 42.0 psi psi psi (S'l'OC!t BB:1.HS) psi (COMMERCIAL) A s 33.3 53 41. 6 82 49.0 114 56.0 149 63. 0 189 70.0 233 77.0 282 84.0 336 91. 0 394 98. 0 457 49.9 79.0 62. 3 123 73.5 172 84.0 224 95 284 105 350 116 424 126 504 137 592 147 686 158 788 168 896 179 1012 189 1134 200 1264 210 1400 221 1544 66.5 105 83.1 165 98.0 229 112 299 126 378 140 467 154 565 168 672 182 789 196 915 210 1050 224 1195 238 1349 252 1512 280 1867 294 2058 CASTILLO ENGINEERING INC 1206 Pine Avenue, Suite 201 Long Beach, CA90813 PARALLAM(PSL)BEAMS Depth Factor=(12/D)~0.111 100% I V M 250 6.43 12.7 488 8.04 19.9 800 9.47 27.2 1195 10.8 35.0 1701 12.2 43.7 2333 13.5 53.3 3106 14.9 63.8 4032 16.2 75.2 5126 17.6 87.5 6403 18. 9 100.6 375 9.64 19.1 733 12.1 29.B 1201 14.2 40.7 1792 16.2 52.4 2552 18.3 65.5 3500 20.3 79.9 4659 22.3 95.7 6048 24.4 113 7690 26.4 131 9604 28.4 151 11813 30.5 172 14336 32.5 194 17196 34.5 218 20412 36.5 243 24007 38.6 269 28000 40.6 296 32414 42.6 325 500 12.9 25.4 977 16.1 39.8 1601 18.9 54.3 2389 21. 7 69.9 3402 24.4 87.3 4667 27.1 107 6211 29.8 128 8064 32.5 150 10253 35.2 175 12805 37.9 201 15750 40.6 229 19115 43.3 259 22927 46.0 290 27216 48.7 323 37333 54.1 395 43218 56.8 433 (1) NEIVBERS IN BOLD ARE COMNERCIAL SPECIAL ORDER JOS 5' JOB NO SHEET NO 125% V M 8.04 15.9 10.04 24.8 11. 84 34.0 13.53 43.7 15.2 54.6 16.9 66.6 18.6 79.7 20.3 94.0 22.0 109.3 23.7 125.8 12.1 23.9 15.1 37.3 17.8 5 0. 9 20.3 65.5 22.8 81. 9 25.4 99.9 27.9 120 30.5 141 33.0 164 35.5 189 38.1 215 40.6 243 43.1 272 45.7 303 48.2 336 50.8 370 53.3 406 16.1 31. 8 20.1 49.7 23.7 67.9 27.1 87.4 30.5 109 33.8 133 37.2 159 40.6 188 44.0 219 47.4 252 50.8 287 54.1 324 57.5 363 60.9 404 67.7 493 71.1 541 'o ~ (.'.) ;;; C 0 u N a z N 0 z N ~ '""'. 0 z CASTILLO ENGINEERING, INC. PROJECT: == TYPICAL POST/STUD DESIGN TABLE== POST AREA !ALLOWABLE LOAD IKIPSl-UNSUPPORTED HEIGHT IN FT LOAD TABLE 100%1 SIZE 2X4 2X4 2X4 2X4 2X6 2)(6 2X8 2)(8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 1.00 ./ X 5.25 4.58 3.61 2.87 2.32 1.91 5.25 1.05 _/ X 5.25 4.67 3.7 2.98 2.42 2.00 8.25 1.66 / X 8.25 10.49 9.66 8.68 7.65 6.67 10.88 2.18 _/ X 10.88 14.3 13.9 13.3 12.5 11.7 8.75 4.57 3.46 2.70 2.15 1.76 X 8.75 7.78 6.20 4.97 4.04 3.33 13.75 7.14 5.42 4.23 3.38 2.76 X 13.75 17.5 16.1 14.5 12.8 11.1 18.13 9.35 7.11 5.56 4.45 3.63 X 18.13 23.9 23.1 22.1 20.9 19.4 12.25 10.9 8.68 6.96 5.66 4.67 19.25 16.8 13.5 10.9 8.85 7.31 X 19.25 24.5 22.5 20.3 17.9 15.6 25.38 21.8 17.6 14.2 11.6 9.6 X 25.38 33.5 32.4 30.9 29.2 27.2 30.25 27.6 26.3 24.8 23.0 20.9 41.25 37.6 35.9 338 31.3 28.5 X 41.25 39.3 38.5 37.5 36.2 34.7 52.25 44.4 42.7 40.4 37.7 34.7 X 52.25 47.2 46.7 46.2 45.5 44.7 56.25 53.8 52.8 51.5 50.0 48.1 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 1.60 1.35 1.16 1.00 1.67 1.42 1.22 1.05 5.79 5.04 4.40 3.86 3.41 3.03 10.7 9.8 8.8 7.96 7.17 6.46 _/ 2.79 2.36 2.03 1.76 ./ 9.7 8.39 7.33 6.43 5.68 5.05 _/ 17.9 16.3 14.7 13.3 11.9 10.8 390 3.31 2.84 2.46 ./ 6.12 5.19 4.46 3.86 _/ 13.5 11.7 10.3 901 7.96 707 8.04 6.83 5.86 5.08 ./ 25.0 22.8 20.6 18.6 16.7 15.1 18.8 16.8 15.0 13.3 11.9 10.7 25.7 22.9 20.4 18.2 16.2 14.6 33.0 31.0 28.9 26.8 24.6 22.6 31.5 28.3 25.4 22.7 20.3 18.2 43.8 42.8 41.5 40.2 38.6 37.0 45.9 43.4 40.7 37.9 35.0 32.3 JOB NO. 17 18 19 20 21 22 2.71 2.43 2.19 1.99 1.81 1.66 5.84 5.29 4.81 4.39 4.01 3.68 4.51 4.05 3.66 3.31 3.02 2.76 9.7 8.82 8.01 7.31 6.68 6.13 6.31 5.67 5.12 4.64 4.23 3.86 13.6 12.3 11.2 10.2 9.4 8.59 9.59 8.66 7.84 7.13 6.51 5.97 13.1 11.8 10.7 9.7 8.9 8.1 20.7 18.9 17.4 15.9 14.7 13.5 16.4 14.8 13.5 12.3 11.2 10.3 35.2 33.3 31.5 29.6 27.8 26.1 29.6 27.2 25.0 23.0 21.2 19.6 0) i5 ~ <.? -v; C 8 N 0 z "! 0 z N 0 z 'C 0 z CASTILLO ENGINEERING, INC. PROJECT: == TYPICAL POST/STUD DESIGN TABLE == POST AREA it>.LLOWABLE LOAD (KIPSl-UNSUPPORTED HEIGHT IN FT LOAD TABLE 125%) SIZE 2X4 2X4 2X4 2X4 2X6 2X6 2X8 2X8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 101 /' X 5.25 4.83 3.73 2.94 2.36 1.93 5.25 100 /' X 5.25 4.97 3.87 3.06 2.47 2.03 8.25 167 / X 8.25 12.40 11 08 9.64 8.26 7.00 10.88 2.19 / X 10.88 17.5 16.7 15.7 14.5 13.2 8.75 4.67 3.51 2.72 2.17 1.77 X 8.75 8.28 6.45 5.11 4.12 3.38 13.75 7.32 5.50 4.27 3.41 2.78 X 13.75 20.7 18.5 16.1 13.8 11.8 18.13 9.60 7.24 5.62 4.49 3.66 X 18.13 29.2 27.9 26.2 24.2 22.0 12.25 11.6 9.03 7.15 5.76 4.73 19.25 18.0 14.1 11.2 903 7.42 X 19.25 28.9 25.8 22.5 19.3 16.5 25.38 23.5 18.4 14.7 11.9 9.8 X 25.38 40.9 39.0 36.7 33.9 30.8 30.25 33.4 31.4 28.8 26.0 23.1 41.25 45.6 42.8 39.3 35.4 315 X 41.25 48.5 47.1 45.4 43.3 40.8 52.25 54.0 51.1 47.4 43.1 38.6 X 52.25 58.6 57.8 56.9 55.9 54.6 56.25 66.4 64.7 62.6 60.0 56.8 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 161 136 1.17 1.01 169 1.43 1.23 1.06 6.04 5.20 4.51 3.94 3.47 3.07 11.9 10.6 9.4 8.37 7.47 6.69 / 2.82 2.39 204 1.77 ./ 10.1 8.67 7.52 6.57 5.78 5.12 ./ 19.8 17.6 15.7 14.0 12.4 111 3.95 3.34 2.86 2.48 / 6.19 5.24 4.49 3.89 ./ 14.1 12.1 10.5 9.20 8.09 7.17 8.15 6.90 5.91 5.12 ./ 27.7 24.7 21.9 19.5 17.4 15.6 20.3 17.8 15.7 13.9 12.3 10.9 27.7 24.3 21.4 18.9 16.7 14.9 38.0 35.0 32.0 29.1 26.4 23.9 34.3 30.3 26.7 23.7 21.0 18.8 53.0 512 49.2 46.9 44.5 41.9 53.3 49.4 45.4 41.5 37.8 34.4 JOB NO. 17 18 19 20 21 22 2.74 2.46 2.21 2.01 182 1.67 6.01 5.42 4.91 4.46 4.07 3.73 4.57 4.09 3.69 3.34 3.04 2.78 10.0 9.03 8.18 7.44 6.79 6.22 6.39 5.73 5.17 4.68 4.26 3.89 14.0 12.6 11.5 10.4 9.5 8.71 9.80 8.81 7.97 7.23 6.59 6.03 13.4 12.0 10.9 9.9 9.0 8.2 21.7 19.7 18.0 16.4 15.0 13.8 16.8 15.1 13.7 12.4 11.3 10.4 39.3 36.8 34.3 31.9 29.7 27.6 31.2 28.5 26.0 23.8 21.8 20.0 "' 'o <( 0:: t'.) ;;; C 8 N 0 z "! 0 z N 0 z ""'. 0 z CASTILLO ENGINEER/NG, INC. PROJECT == TYPICAL POST/STUD DESIGN TABLE == POST AREA ALLOWABLE LOAD {KIPSI-UNSUPPORTED HEIGHT IN FT LOAD TABLE 160%1 SIZE 2X4 2X4 2X4 2X4 2X6 2X6 2X8 2X8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 1.01 ./ X 5.25 5.03 3.83 2.99 2.39 1.95 5.25 1.07 ./ X 5.25 5.22 3.99 3.13 2.51 2.05 8.25 1.68 ./ X 8.25 14.56 12.48 10.49 8.78 7.37 10.88 2.21 ./ X 10.88 21.6 20.2 18.5 16.6 14.7 8.75 4.76 3.56 2.75 2.19 1.78 X 8.75 8.70 6.66 5.22 4.18 3.42 13.75 7.46 5.58 4.31 3.43 2.79 X 13.75 24.3 20.8 17.5 14.6 12.3 18.13 9.81 7.34 5.68 4.52 3.68 X 18.13 36.1 33.7 30.8 27.6 24.4 12.25 12.2 9.32 7.30 5.85 4.79 19.25 19.0 14.6 11.4 9.18 7.51 X 19.25 34.0 29.1 24.5 20.5 17.2 25.38 24.8 19.1 15.0 12.1 9.9 X 25.38 50.5 47.2 43.2 38.7 34.2 30.25 40.7 37.2 33.1 28.9 25.0 41.25 55.6 50.7 45.1 39.4 34.1 X 41.25 60.7 58.3 55.3 51.6 47.5 52.25 66.2 61.0 54.9 48.4 42.2 X 52.25 74.3 73.0 71.4 69.5 67.2 56.25 83.3 80.3 76.5 720 66.7 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 1.63 1.37 1.17 1.01 1. 71 1.44 1.23 1.07 6.24 5.34 4.61 4.01 3.52 3.11 12.9 113 9.9 8.71 7.71 6.87 ./ 2.85 2.40 2.06 1.78 ./ 10.4 8.90 7.68 6.68 5.86 5.18 ./ 21.4 18.8 16.5 14.5 12.9 11.4 3.99 3.37 2.88 2.49 ./ 6.25 5.28 4.52 3.91 ./ 14.6 12.5 10.7 9.36 8.21 7.26 8.23 6.96 5.95 5.15 ./ 30.0 26.3 23.1 20.3 18.0 16.0 21.6 18.7 16.3 14.3 12.6 11.2 29.4 25.5 22.2 19.5 17.2 15.2 43.1 38.8 34.7 31. 1 27.8 25.0 36.6 31.9 27.8 24.4 21.6 19.2 64.5 61.3 57.9 54.2 50.5 46.7 61.0 55.2 49.7 44.7 40.1 36.1 JOB NO. 17 18 19 20 21 22 2.77 2.48 2.23 2.02 1.84 1.68 6.14 5.53 4.99 4.53 4.13 3.78 4.61 4.13 3.72 3.37 3.06 2.79 10.2 9.21 8.32 7.55 6.88 6.29 6.46 5.78 5.21 4.71 4.28 3.91 14.3 12.9 11.6 10.6 9.6 8.81 9.97 8.95 8.07 7.31 6.66 6.08 13.6 12.2 11.0 10.0 9.1 8.3 22.5 20.3 18.5 16.8 15.3 14.1 17.1 15.4 13.9 12.6 11.5 10.5 43.1 39.8 36.6 33.8 31.2 28.8 32.6 29.5 26.8 24.4 22.3 20.4 00 CASTILLO ENGINEERING, INC 1 205 PINE AVENUE, SUITE 201 g· LONG BEACH, CA 90B 1 3 ROOF LOADS composite shingles 2.5 psf re-roof 2.0 psf 1 /2" plywwod 1.5 psf rafters 4.0 psf insulation 0.5 psi Ceiling 3.0 psi beams/headers 1.0 psi MP&E/ misc. 0.5 est D= 15.0 psi Lr= 20.0 psi REDUCIBLE FLOOR LOADS flooring 1.0 psi 3/4" plywood 2.3 psi joist 3.0 psi ceiling 4.0 psi beams/headers 2.0 psi MP&E/misc. 2.7 est D= 15.0 psi L= 40.0 psi EXTERIOR WALL LOADS 7/8" stucco 10.0 psi 1 /2" plywood 1.5 psi 2x6 studs at 16"oc 1.5 psi insulation 0.5 psi 1 /2" gyp board 2.3 psi MP&E/misc. 0.2 est D= 16.0 psi INTERIOR WALL LOADS 1 /2" gyp board 2.3 psi 1 /2" plywood 1.5 psf 2x6 studs at 16"oc 1.5 psi insulation 0.5 psi 1 /2" gyp board 2.3 psi MP&E/ misc. 1.9 est D= 10.0 psi 0 T" " LH z 11 ,. . I jl ~ :c I "' Ull I it I I H 11 I l!J ~ re 19 _J I 0(-~ - ' . 3 1 tH -- I 1' 11 I I /8 1 11 I 11 11 :5 Q. (u ~ u. 11 ~ 0 11 ~ 0 a: 11 I l! : : - - . = - €H ARCHITECT CASTILLO ENGINEERING JOB MENDOZA RESIDEi>lCJ 1 1205 Pine Avenue, Suite 201, Long Beach, CA 90813 T:562.961.5600 F:562.961.5700 ENGR. MC DATE 1112/2021 JOB NO. 20-847 SHEET NO. RJ-1 ROOF JOIST L= 1 4.00 f t w= 15 + 20 ) X li 20 .0 + 26 .7 47 plf 12 V= 47 X 14 .00 /2 0 . 33 k < V ALLOW. 1. 63 k (. 20) M= 47 X 14 .00 "2/8 1.14 k-ft < M ALLOW. 1 .70 k-ft (. 67) D= 5 X 4 6 . 7 / 12 X ( 14 .00 X 12 ) A 4 0 . 53 in L (. 57) --384 X 1600000 X 1.5 X 7 .25"3/12 317 USE : I 2x8 JOIST @ 16 II o .c. RJ-2 USE 2x10 L= 8 ft w= 15 + 20 ) X li 20 + 27 47 plf 12 V= 47 X 8 /2 0 .18 k < V ALLOW. 0 . 79 k (. 23) M= 47 X 8 "2/8 0 .35 k-ft < M ALLOW. 0 .37 k-ft (. 96) D= 5 X 47 / 12 X ( 8 X 12 ) "4 0 .44 in L (. 85) 384 X 1600000 X 2 X 4 "3/12 211 USE:I 2x4 JOIST @ 16 II o .c. RJ-3 USE 2x6 L= 11 ft w= 15 + 20 ) X 1.6. 20 + 27 47 p lf 12 V= 47 X 11 /2 0 . 26 k < V ALLOW. 1. 24 k (. 2 1 ) M= 47 X 11 "2/8 0 .74 k-ft < M ALLOW. 1.06k-ft (. 70) D= 5 X 47 I 12 X ( 11 X 12 ) "4 0 . 51 in L (. 67) 384 X 1600000 X 2 X 6 "3/12 267 USE: I 2x 6 JOIST @ 16 II o .c. 12 CASTILLO ENGINEERING INC. Project MENDOZA RESIDENCE 1327 Loma Avenue Long Beach. CA 90804 Engr. Date: 111212112:00 AM Job No. 20-847 Sheet Tag B1 > _, ,. Beam I I L 14.33 ft Member= 3.5x11.875 PSL A 41.56 in"'2 1' ~-,~-I , s 82.3 in"3 L I No. of members= 1 I 488.4 in"'4 CD= 1.00 E 2,000,000 psi CF= 1.00 Va 8.035 kips '~ ~ r CV= 1.00 Ma 19.879 k-ft Cr= 1.00 I I ' I JI j II I I I I Total Load Un= 240 i Live Load Un= 360 L= 14.33ft 3.20 3.20 Uniform load (W1) D L Trib w1,1 (15 + 20) X 12.75 191 .25 + 255 w1,2 (0 + ) X 0 0 + 0 w1,3 ( + ) X 0 0 + 0 w1.4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 191 .25 + 255 10.446 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 + X 0 X 0 0 + 0 p1,2 + X 0 X 0 0 + 0 p1,3 + X 0 X 0 0 + 0 p1.4 + X 0 X 0 0 + 0 p1,5 + X 0 X 0 0 + 0 X1 (ft) X2 (fl) P1 0 + 0 0.00 kips I 0 14.33 Point Load (P2) D L Trib.1 Trib.2 p2, 1 + X 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2.4 + X 0 X 0 0 + 0 p2.4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kips I 0 14.33 Shear R1= 3.197 kips R2= -3.197 kips Stress Ratio Vmax= 3.20 kips Vallow.= 8.04 X 8.0354 kips OK shear: .40 Flexure M= 11.45 k-ft Mallow.= 19.90 X 19.902 k-ft OK flexure: .58 Deflection D Dw1 + Dw2 + Dp1 + Dp2 D (D+L) 0.433 + 0.000 + 0.000 + 0.000 0.43 L < L OK deflection: .60 ~ 240 0.433 + 0 D (LOnty) 0.248 + 0 + 0 + 0 0.248 L L OK deflection: .52 ~ 360 USE: 1-3.5X11.875 PSL Engr. Date: 1/12121 12:00 AM Tag 82 Beam L Member-3.5x11.875 PSL A s No. of members= 1 I CD= 1.00 E CF= 1.00 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1 ,1 (15 + 20) X 13 w1 ,2 (0 + ) X 0 w1 ,3 ( + ) X 0 w1,4 ( + ) X 0 w1 ,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 3.601 kips R2= -3.601 kips Vmax= 3.60 kips Flexure M= 14.25 k-ft Deflection D Dw1 + Dw2 + D (D+L) 0.658 + 0.000 + 0.658 + 0 D(LOnly) 0.376 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach. CA 90804 , I 15.83 ft 41.56 in'2 ,_ 82.3 in"3 488.4 in"4 2.000.000 psi 8.035 kips 19.879 k-ft ~~ L, 3.60 195 + 260 0 + 0 0 + 0 0 + 0 0 + 0 195 + 260 10.455 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P1 0 + 0 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P2 0 + 0 Vallow.= 8.04 X Mallow.= 19.90 X D p1 + Dp2 0.000 + 0.000 0.66 0 + 0 0.376 , T L= kif 0.00 0.00 8.0354 kips 19.902 k-ft L < ~ L ~ USE: 1-3.5X11 .875 PSL 13 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet ,_ , ' ' I I I I l 15.83ft 3.60 X1 (ft) X2(ft) kips I 0 15.83 X3 (ft) X4 (ft) kips I 0 15.83 Stress Ratio OK shear: .45 OK flexure: .72 L OK deflection: .83 240 L OK deflection: .71 360 14 CASTILLO ENGINEERING INC. Project MENDOZA RESIDENCE 1327 Loma Avenue Long Beach, CA 90804 En r. Date: 1112/21 12:00 AM Job No. 20-847 Sheet Tag B3 , r , Beam l L 2.83 ft Member= 4x8 A 25.38 in"2 1 , s 30.7 in"3 ~ No. of members= 1 I 111.1 in"4 CD= 1.00 E 1,600,000 psi I CF= 1.30 Va 3.045 kips ' CV= 1.00 Ma 2.300 k-ft Cr= 1.00 JJ T I LJ J u ' J J I J J J JI Total Load Un= 240 r-i Live Load Un= 360 L= 2.83ft 0.40 0.40 Uniform load (W1) D L Trib w1,1 (15 + 20) X 8 120 + 160 w1,2 (0 + ) X 0 0 + 0 w1,3 ( + ) X 0 0 + 0 w1.4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 120 + 160 10.280 kif Point Load (P1 ) D L Trib.1 Trib.2 p1, 1 + X 0 X 0 0 + 0 p1,2 + X 0 X 0 0 + 0 p1,3 + X 0 X 0 0 + 0 p1.4 + X 0 X 0 0 + 0 p1,5 + X 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 0 + 0 0.00 kips I 0 2.83 Point Load (P2) D L Trib.1 Trib.2 p2,1 + X 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2.4 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kips I 0 2.83 Shear R1= 0.396 kips R2= -0.396 kips Stress Ratio Vmax= 0.40 kips Vallow.= 3.05 X 3.045 kips OK shear: .13 Flexure M= 0.28 k-ft Mallow.= 2.99 X 2.9895 k-ft OK flexure: .09 Deflection D Dw1 + Dw2 + Dp1 + Dp2 D (D•L) 0.002 + 0.000 + 0.000 + 0.000 0.00 L < L OK deflection: .02 14945 240 0.002 + 0 D (LOnly) 0.001 + 0 + 0 + 0 0.001 L L OK deflection: .01 26154 360 USE: 1-4X8 Engr. Date: 1112121 12:00 AM Tog 84 Beam L Member= 4x8 A s No. of members= 1 I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 2.66 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1, 1 (171.42 + 228.4) X 1 p1,2 ( + ) X 0 p1 ,3 ( + ) X 0 p1 ,4 ( + ) X 0 p1 ,5 ( + ) X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.745 kips R2= -0.616 kips Vmax= 0.75 kips Flexure M= 2.04 k•ft Deflection D Dw1 + Dw2 + D (D•Li 0.134 + 0.000 + 0.134 + 0 D (LOnly) 0.077 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 f 3.5ft 10.33 ft 25.38 in"2 1 30.7 in"3 111.1 in"4 Project MENDOZA RESIDENCE Job No. 20-847 Sheet 6.83ft , , , 0.40 1,600,000 psi I 3.045 kips 2.300 k-ft 39.9 + 0 + 0 + 0 + 0 + 39.9 + Trib.2 X 1 X 0 X 0 X 0 X 0 P1 Trib.2 X 0 X 0 X 0 X 0 X 0 P2 Vallow.= 3.05 Mallow.= 2.99 D p1 + Dp2 0.078 + 0.000 0.044 + 0 USE: ' ----r r r r ~-T0t-' r r I r r r t . .LLLLL.Ll_LLLU L= 10.33ft T T' I I 0.75 0.62 53.2 0 0 0 0 53.2 !0,093 kif 171.4 + 228.4 0 + 0 0 + 0 0 + 0 0 + 0 X1 (ft) X2(ft) 171.4 + 228.4 0.40 kips I 3.5 6.83 0 + 0 0 + 0 0 + 0 0 + 0 0 + 0 X3 (ft) X4(ft) 0 + 0 0.00 kips I 0 10.33 Stress Ratio X 3.045 kips OK shear: .24 X 2.9895 k·ft OK flexure: .68 0.21 L < L OK deflection: .41 587 240 0.121 L L OK deflection: .35 1025 360 1-4X8 15 Engr. Date: 1112121 12:00 AM Tag B5 Beam L Member= 4x6 A s No. of members= 1 I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 13 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2, 1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.835 kips R2= -0.835 kips Vmax= 0.83 kips Flexure M= 0.77 k-ft Deflection D Dw1 + Dw2 + D (D+L) 0.024 + 0.000 + 0.024 + 0 D (LOnly) 0.014 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 , 3.67 ft 19.25 in'2 ,______.__ 17.6 in"3 48.5 in"4 1,600,000 psi 2.310 kips 1.323 k-ft f l--f _! _LLLI j 0.83 195 + 260 0 + 0 0 + 0 0 + 0 0 + 0 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet , , -~,- I l ' ,.---,----,-f L ... LI.....: LI I I I I II I I I ----1 L= 3.67ft 0.83 195 + 260 i0.455 kif Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 0 + 0 0.00 kips I 0 3.67 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kips I 0 3.67 Stress Ratio Vallow.= 2.31 X 2.31 kips OK shear: .36 Mallow.= 1.72 X 1.7205 k-ft OK flexure: .45 D p1 + Dp2 0.000 + 0.000 0.02 L < L OK deflection: .13 ~ 240 0 + 0 0.014 L L OK deflection: .11 ~ 360 USE: 1-4X6 16 Engr. Date: 1/12/21 12:00 AM Tag B6 Beam L Member= 3.5x11.875 PSL A s No. of members= 1 I CD= 1.00 E CF= 1.00 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 1.33 w1,2 (0 + } X 0 w1 ,3 ( + } X 0 w1 ,4 ( + } X 0 w1,5 ( + } X 0 W1 Point Load (P1} D L Trib.1 p1, 1 (331 + 439) X 1 p1,2 ( + } X 0 p1,3 ( + } X 0 p1,4 ( + } X 0 p1,5 ( + } X 0 Point Load (P2) D L Trib.1 p2,1 (1402 + 1858) X p2,2 (1548 + 2052) X p2,4 ( + ) X 0 p2,4 ( + ) X 0 p2,5 ( + ) X 0 Shear R1= 1.532 kips R2= -6.719 kips Vmax= 6.72 kips Flexure M= 13.34 k-ft Deflection D Dw1 + Dw2 + D {O♦L) 0.034 + 0.000 + 0.034 + 0.267 D (LOn~) 0.019 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 , 10ft 13.33 ft 41.56 in"2 , 82.3 in"3 488.4 in/\4 11.33ft , Project MENDOZA RESIDENCE Job No. 20-847 Sheet 2ft 3.33ft 1 , I _, 6.86 2,000,000 psi r~,. J 8.035 kips 19.879 k-ft .-rt ' " ' LLLJ t I I ' --, L= 13.33ft 1.53 6.72 19.95 + 26.6 0 + 0 0 + 0 0 + 0 0 + 0 19.95 + 26.6 10.047 kif Trib.2 X 1 331 + 439 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 331 + 439 0.77 kips I 10 3.33 Trib.2 X 1 1402 + 1858 X 1 1548 + 2052 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X3 (ft} X4 (ft} P2 2950 + 3910 6.86 kips I 11.33 2 Stress Ratio Vallow.= 8.04 X 8.0354 kips OK shear: .84 Mallow.= 19.90 X 19.902 k-ft OK flexure: .67 D p1 + Dp2 0.037 + 0.267 0.30 L < L OK deflection: .45 532 240 0.021 + 0.15238995 0.193 L L OK deflection: .43 830 360 USE: 1-3.5X11.875 PSL 17 Engr. Date: 1113/21 12:00 AM Tag 87 Beam L Member-4x12 A s No. of members= 1 I CD= 1.00 E CF= 1.10 Va CV= 1.00 Ma Cr-1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 6.4 w1.2 (10 + I X 4 w1,3 ( + I X 0 w1,4 ( + I X 0 w1,5 ( + I X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 1.628 kips R2= -1.628 kips Vmax= 1.63 kips Flexure M= 5.02 k-ft Deflection D Dw1 + Ow2 + D (O+LJ 0.207 + 0.000 + 0.207 + 0 D (LOntyJ 0.1 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 , 12.33 ft 39.38 in"2 , 73.8 in"3 415.3 in"4 1,600,000 psi 4.725 kips 5.537 k-ft LJ ' LI 1.63 96 + 128 40 + 0 0 + 0 0 + 0 0 + 0 136 + 128 Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P1 0 + Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P2 0 + Vallow.= 4.73 • Mallow.= 6.09 • D p1 + Dp2 0.000 + 0.000 0.21 0 + 0 0.1 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet -1 T I LLJ I LL! J _LI J I LI J .LL! I l .L1 L= 12.33ft 1.63 ,0.264 kif 0 0 0 0 0 X1 (ft) X2 (ft) 0 0.00 kips I 0 12.33 0 0 0 0 0 X3(ft) X4 (ft) 0 0.00 kips I 0 12.33 Stress Ratio 4.725 kips OK shear: .34 6.0908 k-ft OK flexure: .82 L < L OK deflection: .34 716 240 L L OK deflection: .24 1477 360 USE: 1-4X12 18 Engr. Date: 1/1412112:00 AM Tag B8 Beam L Member= 4x6 A s No. of members= 1 I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 4 w1,2 ( + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1 I D L Trib.1 p1,1 + X 0 X p1,2 + X 0 X p1,3 + X 0 X p1,4 + X 0 X p1,5 + X 0 X Point Load (P2) D L Trib.1 p2,1 + X 0 X p2,2 + X 0 X p2,4 + X 0 X p2,4 + X 0 X p2,5 + X 0 X Shear R1= 0.280 kips R2= -0.280 kips Vmax= 0.28 kips Vallow.= Flexure M= 0.28 k•ft Mallow.= Deflection D Dw1 + Dw2 + D p1 D (D+L) 0.010 + 0.000 + 0.000 0.01 + 0 D (LOnlyl 0.006 + 0 + 0 CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 _, 4 ft , 19.25 in"2 ---, 17.6 in"3 48.5 in"4 1,600,000 psi 2.310 kips 1.323 k-ft u 0.28 60 + 80 0 + 0 0 + 0 0 + 0 0 + 0 60 + 80 !0.140 kif Trib.2 0 0 + 0 0 0 + 0 0 0 + 0 0 0 + 0 0 0 + 0 P1 0 + 0 Trib.2 0 0 + 0 0 0 + 0 0 0 + 0 0 0 + 0 0 0 + 0 P2 0 + 0 2.31 X 2.31 1.72 X 1.7205 + Dp2 + 0.000 0.01 L 4622 + 0 0.006 L 8088 USE: 1-4X6 L= 0.00 0.00 kips k-ft < Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet I _J L LLJ._LJ LL!__f__l 4ft X1 (ft) X2(ft) kips I 0 4 X3(ft) X4(ft) kips I 0 4 l 0.28 Stress Ratio OK shear: .12 OK flexure: .16 L OK deflection: .05 240 L OK deflection: .04 360 19 Engr. Date: 1/14/2112:00 AM Tag BB Beam L Member= 4x6 A s No. of members= I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 1.33 w1,2 ( + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.085 kips R2= -0.085 kips Vmax= 0.09 kips Flexure M= 0.08 k-ft Deflection D Dw1 + Dw2 + D (O♦L) 0.002 + 0.000 + 0.002 + 0 D (LOnly) 0.001 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 3.67 ft 19.25 in"2 17.6 in"3 48.5 in"4 1,600,000 psi 2.310 kips 1.323 k-ft fJ LLf II I Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet L= 3.67ft 0.09 0.09 19.95 + 26.6 0 + 0 0 + 0 0 + 0 0 + 0 19.95 + 26.6 (0.047 kif Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 0 + 0 0.00 kips I 0 3.67 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X3 (ft) X4(ft) P2 0 + 0 0.00 kips I 0 3.67 Stress Ratio Vallow.= 2.31 X 2.31 kips OK shear: .04 Mallow.= 1.72 X 1.7205 k-ft OK flexure: .05 D p1 + Dp2 0.000 + 0.000 0.00 L < L OK deflection: .01 17996 24() 0 + 0 0.001 L L OK deflection: .01 31493 300 USE: 1-4X6 20 ARCHITECT Castillo Engineering, Inc. PROJECT MENDOZA RESl~~.CE 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. MC DATE 1/12/2021 JOB NO. 20-847 SHEET NO. H1 L= 6. 00 ft L(Y,J)I 00 D L TRI B. RCXF: 15 + 20 X 5. 75 f t = 86. 25 + 115 FLCXR 15 + 40 X 0 ft = 0 + 0 VIAL L: 16 + 0 X 6. 5 ft = 104 + 0 w = 190.25 + 11 5 = 305. 25 pl f V= 305. 25 X 6.00 12= 0. 92 k < V allow.= 2. 89 k (. 32) M= 305. 25 X 6. 00 "218= 1.37k-ft < Mallow.= 2. 15 k-ft (. 64) D= 5 X 305. 25 / 12 X { 6. 00 X 12 ) "4 = 0. 11 in = L (. 38) 384 X 1600000 X 3. 50 X 5. 50 "3/ 12 628 USE: 4x6 H2 L= 7. 50 ft L(Y,J)I 00 D L TRI B. RCXF: 15 + 20 X 1. 33 ft = 19. 95 + 26.6 FLCXR 15 + 40 X 0 ft = 0 + 0 VIALL: 16 + 0 X 5. 92 ft = 94. 72 + 0 w = 114. 67 + 26.6 = 141 .27 pl f V= 141.27 X 7. 50 12= 0. 53 k < V allow .= 2. 89 k ( . 18) M= 141. 27 X 7. 50 "2/ 8= 0. 99 k-ft < M allow .= 2. 15 k-f t (. 46) D= 5 X 141 .27 / 12 X ( 7. 50 X 12 ) "4 = 0. 13 in = L (. 35) 384 X 1600000 X 3. 50 X 5. 50 "3/ 12 695 USE: 4x6 H3 L= 3. 00 f t L(Y,J)I NG D L TRI B. RCXF: 15 + 20 X 6. 5 f t = 97. 5 + 130 FLCXR 15 + 40 X 0 ft = 0 + 0 VIALL: 16 + 0 X 3. 83 ft = 61. 28 + 0 w = 158. 78 + 130 = 288. 78 pl f V= 288. 78 X 3. 00 12= 0. 43 k < Val I ow.= 1. 84 k (. 24) M= 288. 78 X 3.00 "218= 0.32k-ft < Mal I ow.= 0. 74 k-ft (. 44) D= 5 X 288. 78 / 12 X { 3. 00 X 12 ) "4 = 0. 03 i n = L ( . 18) 384 X 1600000 X 3. 50 X 3. 50 "3/ 12 1369 USE: 4x4 USE 4x6 ARCt;ilTECT Castillo Engineering, Inc. PROJECT MENDOZA RESl~CE 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. MC DATE 1/13/2021 JOB NO. 20-847 SHEET NO. H4 L= 2. 50 f t LO\Dt NG D L TRI B. RCXF: 15 + 20 X 5. 5 f t = 82. 5 + 110 FLOCR: 15 + 40 X 0 f t = 0 + 0 \J\A.L.L: 16 + 0 X 6. 5 ft = 104 + 0 w = 186. 5 + 110 = 296. 5 pl f V= 296. 5 X 2.50 12= 0. 37 k < V allow.= 1.84 k (. 20) M= 296. 5 X 2. 50 "218= 0.23k-ft < Mallow.= 0. 74 k-ft ( . 31) D= 5 X 296 . 5 / 12 X ( 2. 50 X 12 } "4 = 0. 01 in = L ( . 10) 384 X 1600000 X 3. 50 X 3. 50 "3/ 12 2303 USE: 4>t4 HS USE 4x6 L= 3. 00 ft LO\Dt NG D L TRI B. RCXF: 15 + 20 X 1. 33 f t = 19. 95 + 26.6 FLOCR: 15 + 40 X 0 f t = 0 + 0 \J\A.L.L: 16 + 0 X 3 ft = 48 + 0 w = 67. 95 + 26.6 = 94 . 55 pl f V= 94. 55 X 3.00 12= 0. 14 k < V allow.= 1. 84 k (. 08) M= 94. 55 X 3. 00 "218= 0. 11 k-ft < Mallow.= 0. 74 k-f t ( . 14) D= 5 X 94. 55 / 12 X ( 3. 00 X 12 } "4 = 0. 01 i n = L (. 06) 384 X 1600000 X 3. 50 X 3. 50 "3/ 12 4180 USE: 4>t4 USE 4x6 H10 L= 7. 50 f t LO\Dt NG D L TRI B. RCXF: 15 + 20 X 6. 5 ft = 97. 5 + 130 FLOCR: 15 + 40 X 0 ft = 0 + 0 \J\A.L. L: 16 + 0 X 3 f t = 48 + 0 w = 145. 5 + 130 = 275. 5 pl f V= 275. 5 X 7. 50 /2= 1. 03 k < Val I ow.= 2 . 89 k (. 36) M= 275. 5 X 7. 50 "218= 1. 94 k-ft < Mal I ow.= 2. 15 k-ft (. 90) D= 5 X 275. 5 / 12 X { 7. 50 X 12 } "4 = 0. 25 in = L (. 67) 384 X 1600000 X 3. 50 X 5. 50 "3/ 12 356 USE: 4x6 Engr. Date: 1/13/2112:00 AM Tag H6 Beam L Member= 4x6 A s No. of members= 1 I CD= 1.25 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load L/n= 240 Live Load Lin= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 7.3 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1 ,1 (701 + 929) X 1 p1,2 ( + ) X 0 p1,3 ( + ) X 0 p1,4 ( + ) X 0 p1 ,5 ( + ) X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 1.513 kips R2= -0.756 kips Vmax= 1.51 kips Flexure M= 0.95 k-ft Deflection D D w1 + Dw2 + D (D+LI 0.003 + 0.000 + 0.003 + 0 D (LOnly) 0.002 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 , 0.67ft 2.5 ft 19.25 in112 , 17.6 in•3 48.5 in"-4 1,600,000 psi 2.310 kips 1.323 k-ft Project MENDOZA RESIDENCE Job No. 20-847 Sheet 1.83ft 1.63 ' I f l T TT ~~ J..--J-----~~~~Y~YLT TT!f f t Yt !IJ_UI L= 2.5ft 1.51 0.76 109.5 + 146 0 + 0 0 + 0 0 + 0 0 + 0 109.5 + 146 !0.256 kif Trib.2 X 1 701 + 929 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 701 + 929 1.63 kips ! 0.67 1.83 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kips ! 0 2.5 Stress Ratio Vallow.= 2.89 X 2.8875 kips OK shear: .52 Mallow.= 2.15 X 2.1506 k-ft OK flexure: .44 Dp1 + Dp2 0.009 + 0.000 0.01 L < L OK deflection: .09 ~ 240 0.005 + 0 0.007 L L OK deflection: .08 4532 360 USE: 1-4X6 23 24 CASTILLO ENGINEERING INC. Project MENDOZA RESIDENCE 1327 Loma Avenue Long Beach. CA 90804 En r. Date: 1112/21 12:00 AM Job No. 20-847 Sheel Tag H7 , , Beam 0.67ft 2.33ft L 3 ft ,--~ Member= 4x6 A 19.25 JnA2 , I , s 17.6 jnAJ I No. of members= 1 I 48.5 jnA4 0.75 CD= 1.25 E 1,600,000 psi CF= 1.30 Va 2.310 kips l r CV= 1.00 Ma 1.323 k-ft Cr= 1.00 d L,_ L' l T LI LU LLL Total Load Un= 240 i Live Load Un= 360 L= 3ft 1.00 0.59 Uniform load (W1) D L Trib w1.1 (15 + 20) X 8 120 + 160 w1.2 (0 + ) X 0 0 + 0 w1.3 ( + ) X 0 0 + 0 w1,4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 120 + 160 i0.280 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (322.5 + 427.5) X 1 X 1 322.5 + 427.5 p1,2 ( + ) X 0 X 0 0 + 0 p1,3 ( + ) X 0 X 0 0 + 0 p1.4 ( + ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 X 0 0 + 0 X1 (ft) X2(ft) P1 322.5 + 427.5 0.75 kips I 0.67 2.33 Point Load (P2) D L Trib.1 Trib.2 p2,1 + X 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3 (ft) X4 (ft) P2 0 + 0 0.00 kips I 0 3 Shear R1= 1.003 kips R2= -0.588 kips Stress Ratio Vmax= 1.00 kips Vallow.= 2.89 X 2.8875 kips OK shear: .35 Flexure M= 0.62 k-ft Mallow.= 2.15 X 2.1506 k-ft OK flexure: .29 Deflection D D w1 + Dw2 + D p1 + Dp2 D (D+L) 0.007 + 0.000 + 0.006 + 0.000 0.01 L < L OK deflection: .08 ~ 240 0.007 + 0 D (LOnly) 0.004 + 0 + 0.003 + 0 0.007 L L OK deflection: .07 5025 360 USE: 1-4X6 Engr. Date: 1/12/21 12:00 AM Tag H8 Beam L Member= 4x6 A s No. of members= 1 I CD= 1.25 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 1.33 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1, 1 (172 + 228) X 1 p1,2 ( + ) X 0 p1,3 ( + ) X 0 p1,4 ( + ) X 0 p1,5 ( + ) X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.270 kips R2= -0.270 kips Vmax= 0.27 kips Flexure M= 0.35 k-ft Deflection D Dw1 + Dw2 + D (O+L) 0.001 + 0.000 + 0.001 + 0 D (LOnlyl 6E-04 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 1.5ft 3 ft 19.25 jnA2 , 17.6 il1"3 48.5 jnA4 1,600,000 psi 2.310 kips 1.323 k-ft I I LJ_Lf & 0.27 19.95 + 26.6 0 + 0 0 + 0 0 + 0 0 + 0 19.95 + 26.6 Trib.2 X 1 172 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P1 172 + Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P2 0 + Vallow.= 2.89 X Mallow.= 2.15 X Dp1 + Dp2 0.005 + 0.000 0.01 0.003 + 0 0.003 Project MENDOZA RESIDENCE Job No. 20-847 Sheet 1.5ft i , , I , I 0.40 'TT~~~~ r LLLJ t IILLLJIIIIILLLI L= 3ft 0.27 10.047 kif 228 0 0 0 0 X1 (ft) X2(ft) 228 0.40 kips I 1.5 1.5 0 0 0 0 0 X3(ft) X4 (ft} 0 0.00 kles I 0 3 Stress Ratio 2.8875 kips OK shear: .09 2.1506 k-ft OK flexure: .16 L < L OK deflection: .04 5905 240 L L OK deflection: .03 10354 360 USE: 1-4X6 25 26 CASTILLO ENGINEERING INC. Project MENDOZA RESIDENCE 1327 Loma Avenue Long Beach, CA 90804 En r. Date: 1/12121 12:00 AM Job No. 20-847 Shee1 Tag H9 , __ __ , __ , Beam 1.5ft 1.5ft L 3 ft Member= 4x8 A 25.38 in"2 , __ ,_ , s 30,7 in"3 No. of members= 1 I 111.1 in"4 3.26 CD= 1.25 E 1,600,000 psi CF= 1.30 Va 3,045 kips ' r T--, CV= 1.00 Ma 2.300 k-ft Cr= 1.00 ,7 J ~~1 u l ' I I ' ' ' ' ' LI " " ' Total Load Un= 240 Live Load Un= 360 L= 3ft 1.70 1.70 Uniform load (W1} D L Trib w1,1 (15 + 20) X 1.33 19.95 + 26.6 w1,2 (0 + ) X 0 0 + 0 w1,3 ( + ) X 0 0 + 0 w1,4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 19.95 + 26.6 10.047 kif Point Load (P1} D L Trib.1 Trib.2 p1,1 (1401.8 + 1858) X 1 X 1 1402 + 1858 p1,2 ( + ) X 0 X 0 0 + 0 p1,3 ( + ) X 0 X 0 0 + 0 p1,4 ( + ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 X 0 0 + 0 X1 (ft) X2(ft) P1 1402 + 1858 3.26 kips I 1.5 1.5 Point Load (P2} D L Trib.1 Trib.2 p2,1 + X 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kips I 0 3 Shear R1= 1.700 kips R2= -1.700 kips Stress Ratio Vmax= 1.70 kips Vallow.= 3.81 X 3.8063 kips OK shear: .45 Flexure M= 2.50 k-ft Mallow.= 3.74 X 3.7369 k-ft OK flexure: .67 Deflection D Dw1 + Dw2 + D p1 + Dp2 D (D•L) 0.000 + 0.000 + 0.018 + 0.000 0.02 L < L OK deflection: .12 1969 240 5E-04 + 0 D (LOnly) 3E-04 + 0 + 0.01 + 0 0.01 L L OK deflection: .10 ~ 360 USE: 1-4X8 CFI ------7 I I I I 6.121<. Lj I I I I I I I I I I I J 7 S'SI.A60N~III • -4 • 18' o.c. EA WAY AT CENTER Cf 5I.A6 OVER 10 MIL. Y~ !<ET ARDER OVER -4' ~•OR~ CLEAN~· I 0.2& L _____ j - I I I I I I I I I 1°·-a I L ____ _J 0.311<. 0 .~ l.h:31< FOUNDATION KEY PLAN 27 AR~HITECT CASTILLO ENGINEERING 1205 Pine Avenue, Suite 201, Long Beach, CA 90813 JOB MENDOZA RESJ~ENCE ENGR. MC DATE 1/12/2021 JOB NO. 20-847 SHEET NO. CONTINUOUS FOOTINGS I CF-1 LOADING : D L TRIB. ROOF: 15 + 20 X 13 ft 195 + 260 FLOOR: 15 + 40 X 0 ft 0 + 0 WALL : 10 + 0 X 9 ft 90 + 0 w = 285 + 260 545 plf B= 545 Elf 0 .36 ft 1'-0" WIDE FTG. 1500 psf USE: F-CONTINUOUS FOOTINGS-1500 ARCHITECT ENGR. MC DATE 1/1212021 CF1. CAPACITY CHECK EXISTING II A 12 ( 20 + 3.50 + 20 l 144 q 1500 psf (BEARING CAPACITY) PA 1500 ( 3.63) 40 1000 Pload = 1. 9784 K Pnet = 3.22 k Castillo Engineering, Inc. 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 3.63 tt2 (SELF WEIGHT) ( 3.63 X 1.67) = 5.20 K 29 PROJECT MENDOZA RESIDENCI! JOB NO. 20-847 SHEET NO. w (unffom/ I I I L 43. 5 in 3 . 63 ft Pnet 3.22 ARfHITECT CASTILLO ENGINEERING, INC. 1205 Pine Avenue, Suite 201 JOB MENDOZA RESID~E Long Beach, CA 90813 ENGR. MC DATE 1/1412021 JOB NO. 20-847 SHEET NO. SPREAD FQQ'.rINGS F1 Pl 6.72 K P2 0 K P3 0 K P4 0 K p TOTAL 6. 72 K p ALLOW. 8 .44 K USE: ,ITYPE @ FOOTING F2 Pl 5.63 K P2 0 K P3 0 K P4 0 K p TOTAL 5.63 K P ALLOW , 8.44 K USE: ,ITYPE @ FOOTING F1 ,F2 Mark: CE Engineering Software v1.0 == TYPICAL SQUARE PAD FOOTING DESIGN TABLE == (2/99) Soil Bearing Pressure: Miscellaneous: q = 1500 psf column footprint = qu = q X 1.6 = 2400 psf steel spacing factor = PROJECT: 4 in 10 (for selection of steel spacing vs. size only) Material Strengths: concrete= 2500 psi Notes: f = y 60 ksi Assumes Pu = 1.6 (DL + LL) Size Thick Pmax Depth ONE WAY SHEAR: TWO WAY SHEAR: Mu (ft) -SQ. (in) (k) (in) Vaci (k) v.11 (k) OK? Vact (k) V.11 (k) OK? (k-in) 12 3.04 8 0.0 12.2 y 2.7 65.3 y 7 12 5.40 8 0.7 16.3 y 6.5 65.3 y 18 12 8.44 8 2.3 20.4 y 11 .3 65.3 y 38 12 12.2 8 4.3 24.5 y 17.3 65.3 y 69 12 16.5 8 6.9 28.6 y 24.3 65.3 y 114 12 21 .6 8 10.1 32.6 y 32.4 65.3 y 174 12 27.3 8 13.8 36.7 y 41 .6 65.3 y 253 12 33.8 8 18.0 40.8 y 51.8 65.3 y 353 12 40.8 8 22.8 44.9 y 63.2 65.3 y 476 @ 15 47.3 11 24.2 67.3 y 72.3 112.2 y 607 Bar# Area (in2) 3 0.11 4 0.20 5 0.31 6 0.44 7 0.60 8 0.78 9 1.00 10 1.23 11 1.56 a As As A.min As (in) (Req'd) (200/Fy) (.0018) Use USE: 0.02 0.02 0.72 0.39 0.39 2 # 4 0.05 0.04 0.96 0.52 0.52 3 # 4 0.08 0.09 1.20 0.65 0.65 4 # 4 0.13 0.16 1.44 0.78 0.78 4 # 4 0.18 0.27 1.68 0.91 0.91 5 # 4 0.24 0.41 1.92 1.04 1.04 6 # 4 0.31 0.60 2.16 1.17 1.17 4 # 5 0.39 0.84 2.40 1.30 1.30 5 # 5 0.49 1.14 2.64 1.43 1.51 5 # 5 0.41 1.04 3.60 1.94 1.94 7 # 5 <,) ...>. ,--- AREA= 948.23 FT2 PERIMETER = 144.9 FT 32 ARCHITECT CASTILLO ENGINEERING, INC. JOB 33 · 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. DATE: JOB NO. SHEET NO. DOUBLE TOP PLATE SPLICE 2x4 TA= 450 X 1.60 X 1.5 X 3.5 = 3.78 kips I 2x6 TA= 575 X 1.60 X 1.5 X 5.5 = 7.59 kips I 3x4 TA= 575 X 1.60 X 2.5 X 3.5 = 8.05 kips I 3x6 TA= 575 X 1.60 X 2.5 X 5.5 = I 12.65 kips I TYPE SPLICE LENGTH 2x DJ TA= 141 X 1.60 X 0.93 X 6 = 1.25 kips I 1.5FT 2x DJ TA= 141 X 1.60 X 0.93 X 8 = 1.67 kips I 2FT 2x CI[] TA= 141 X 1.60 X 0.93 X 10 = 2.09 kips I 2.5FT 2x DI] TA= 141 X 1.60 X 0.93 X 12 = 2.51 kips I 3FT 2x CE] TA= 141 X 1.60 X 0.93 X 14 = 2.92 kips I 3.5FT 2x DI] TA= 141 X 1.60 X 0.93 X 16 = 3.34 kips I 4FT 2x D!] TA= 141 X 1.60 X 0.93 X 18 = 3.76 kips I 4.5FT 2x [El TA= 141 X 1.60 X 0.93 X 20 = 4.18 kips I 5FT 2x ml TA= 141 X 1.60 X 0.93 X 22 = 4.60 kips I 5.5FT 2x [El TA= 141 X 1.60 X 0.93 X 24 = 5.01 kips I 6FT 2x [El TA= 604 X 1.60 X 1.00 X 6 = 5.80 kips I 0.99 2x cm TA= 604 X 1.60 X 1.00 X 8 = 7.73 kips I 1.09 2x [][] TA= 725 X 1.60 X 1.00 X 8 = 9.28 kips I 1.09 3x [El TA= 1208 X 1.60 X 1.00 X 6 = 11.60 kips I 1.19 3x [El TA= 1208 X 1.60 X 1.00 X 8 = 15.5 kips I 1.31 34 SHEARWALL SCHEDULE MARK SHEATHING NAIL EDGE FJELD SILL TO SILL TO ALLOW. SHEAR ( 1 ) SIZE NAIL NAIL WOOD CONN. (1) CONC. CONN. (1) SHEAR WALL (2) SPACING SPACING (PLF) ffi I . . 15/32 STR I O.S. 10d 6" 12· S0S1/4"x6" @ 16" 2x: 5 8 t! A.B. @ 32 340 I I . .. 3x: 5 8 ti A.B. @ 48 Lt 15/32 STR I O.S. 10d 4' 12· SDS1/4"x6" @ 12" 3x: 5/B"ti A.B. @ 32' 510 ][ & 15/32 STR I O.S. 10d 3" STGR(4) 12· SDS1/4"x6" @ 9" 3x: 5/B"ti A.B. @ 24' 665 ][ ill 15/32 STR I O.S. 10d 2• STGR(4) 12" SDS1/4"x6" @ 6" 3x: 5/B"ti A.B. @ 16' 870 ][ A 15/32 STR I D.S. 10d 4• 12" SDS1/4"x6" @ 6" 3x: 5/B"ti A.8. @ 16" 1020 I[ ~ 15/32 STR I D.S. 10d 3" STGR(4) 12" SDS1/4'x6" @ 4• 3x: 5/B'ti A.8. @ 12' 1330 N:: A 15/32 STR I D.S. 10d 2° STGR(4) 12· S0S1/4"x6" @ 3' 3x: 5/8't! A.8. @ a• 1740 N:: SHEABWA!.L ~OIES; (I) O.S. INDICATES St-lEATl-!ING ON ONE SIDE OF WALL ASS~ ON PLANS. D.S. INDICATES DOUBLE SIDED St4EARl-'-IALL: St-lEATl-!INu ON BOTI-I SIPE& OF WALL. (2) USE COMMON WIRE NAILS FOR ALL STRUCT-1 51-!EATHINu. ARD-ilTECT CASTILLO ENGINEERING, INC. .00 35 · 1205 Pire Avenue. Suite 201 Long Beach. CA 90013 ENGR. MC DATE: 10/21/201411:49 .08 NO. 9-iEET ND . HOLDOWNS HD ALLOWABLE 75% UPLIFT ALLOWABLE REMARKS HDU2 3.075 2.31 4x4 HDU4 4.565 3.42 4x4 HDU5 5.645 4.23 4X4 HDU8 6.970 5.23 4X6 HDU11 9.535 7.15 4X6 HDU14 14.445 10.83 6X6 1/12/2021 U.S. Seismic Design Maps 36 OSHPD MENDOZA RESIDENCE 1076 Seahorse Ct, Carlsbad, CA 92011, USA Latitude, Longitude: 33.11239270000001, -117.3057043 Altamira 4 Tennis Club ft and Pickleball Club T Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.072 S1 0.387 SMS 1.286 SM1 null -See Section 11.4.8 Sos 0.858 So1 null -See Section 11.4.8 Ruffled Apron Foods 9 Be,ooo Bay D,' Seahorse Ct -I t1) Abelia Ave ~ ~ 7o ~-<) Mobile Notary & Loan Signing Agent ~ ~-~ 0 Pacific Rim q_ Lighthouse Rd Y Elementary School Description 1/12/2021, 3:39:14 PM ASCE7-16 II D -Default (See Section 11 .4.3) MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Gold Flower RO Map data ©2021 Type Value soc null -See Section 11.4.8 Description Seismic design category Site amplification factor at 0.2 second -7 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.473 FPGA 1.2 PGAM 0.568 TL 8 SsRT 1.072 SsUH 1.203 SsD 1.5 S1RT 0.387 S1UH 0.428 S1D 0.6 PGAd 0.563 CRs 0.891 https://seismicmaps.org Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods 1/3 CASTILLO ENGINEERING, INC. ENGR: FG 1 205 PINE AVENUE, SUITE 201 L□Nl3 BEACH, CA 9081 3 DATE : 1/12/2021 SEISMIC BASE SHEAR (ASCE 7-16) Latitude: Longitude : 34 .116732 Degrees -118 .1749 Degrees SITE CLASS : D 6 .5 R V Fa S5 1.20 X 1.07 1 .2864 Fv S1 1.70 X 0 .39 0 .6579 (2/3) SMS (2/3)x 1.2864 0 .858 (2/3) SMl (2/3) X O. 6579 0 .439 Ct hnx 0.02 X 15 O.?S 0 .149 Cs W 0 .01 W [GOVERNS] (Table 20 .3-1) (Table 12 . 2 -1 ) (11.4-1) (11 .4-2) (11.4-3) (11.4-4) (12 .8-7) JOB : MENDOZA RESIDE~ ' JOB NO. 20-847 SHEET NO . 0. 5 S 1 I . W R For S1 is equal to or greater t han 0 .6g 0 .5 X 0.030 w VMAX Soi Ie w T R V Sos Ie p R 0 .172 w V 0 .7 X 0 .12 w 0 .3870 6 .5 0 .439 0 .149 X 1.00 W X 1. 00 w X 6 .5 w 0.858 X 1.00 6 .5 [Strength Level) 0 .172 W [Allowable Stress Design) 0 .45405 W X 1. 3 w 0 .132 X 1. 3 w ENGR. FG WEIGHT Wroof Wwall BASE SHEAR V BASE V BASE DATE 1/12/2021 15 psf + 16 psf X CASTILLO ENGINEERING, INC. 1 205 PINE AVENUE, SUITE 201 L0N13 BEACH, CA 908 1 3 JOB 38 MENDOZA RESIDENC JOB NO. 20-847 SHEET NO. SEISMIC ANALYSIS 8 .0 psf ) 10 ft /2 X X 948 .23 144 .9 ft"2 21 .8 kips ft ---~1~1;;..;_.6~~k~i ~p~s_ W2 = 33 . 4 kips 0 . 12 x WrorAL 0.12 X 33.4 4 .04 kips lbs/sq ft (4 .262) PROJECT: MENDOZA RESIDENCE CLIENT: CASTILLO ENGINEERING JOB NO. : 20-847 DATE : 03/31/20 Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2018 / CBC 2019 INPUT DATA Exposure category (B, c or D) Importance factor Basic wind speed Topographic factor Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total u ward force ANALYSIS Velocity pressure I = V = K,. = he = hr = L B A B 1.00 110 1 9.5 14.25 45.5 26 280 q, = 0.002561<,, K,. K., V2 I 18.43 psf where: qh = velocity pressure at mean roof height, h. Kh = velocity pressure exposure coefficient evaluated at height, h, K. = wind directionality factor h = mean roof height Design pressures for MWFRS p = q, [{G c., )-(G C~ )] where: p = pressure in appropriate zone G c. 1 = product of gust effect factor and external pressure coefficient G c.; = product of gust effect factor and internal pressure coefficient 0.18 or -0.18 a = width of edge strips, MAX[ MIN(0.1 B, 0.4h), 0.04B,3) Category II mph Flat ft ft ft ft2 PAGE : DESIGN BY : JK REVIEW BY : AR 39 {[ ~ B I 7.25 kips X 0.6= 4.34 kips X 0.6= 41 ft-kips 17.45 ki s 0.70 0.85 11 .88 ft 4.35 kips (ASD) 2.60 kips (ASD) < 60 ft, [Satisfactory] 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Roof an! le e = 20.07 Roof anole e = 0.00 Surface GCpt Net Pressure with GCp1 Net Pressure with Surface 1 0.53 2 -0.68 3 -0.48 4 -0.43 1E 0.80 2E -1.06 3E -0.69 4E -0.64 5 -0.45 6 -0.45 Transverse Direction (+GC.,) (-GC.,) (+GC.;) 6.45 13.09 0.40 4.05 -15.92 -9.28 -0.69 -16.03 -12.16 -5.52 -0.37 -10.14 -11.23 -4.60 -0.29 -8.66 11.41 18.05 0.61 7.93 -22.86 -16.23 -1.07 -23.04 -16.01 -9.38 -0.53 -13.09 -1 5.09 -8.46 -0.43 -11.24 -11.61 -4.98 -0.45 -11.61 -11 .61 -4.98 -0.45 -11.61 Longitudinal Direction Basic Load Cases (-GC.,) 10.69 1T -9.40 2T -3.50 3T -2.03 4T 14.56 -16.40 Surface -6.45 -4.61 1T -4.98 2T -4.98 3T 4T Transverse Direction Roof anole e = 20.07 G Cp1 Net Pressure with (+GC0 ,) (-GC.,J 0.53 1.61 3.27 -0.68 -3.98 -2.32 -0.48 -3.04 -1.38 -0.43 -2.81 -1.15 Roof anJle e = 0.00 GCp1 Net Pressure with (+GC.,) (-GC.;) 0.40 1.01 2.67 -0.69 -4.01 -2.35 -0.37 -2.53 -0.88 -0.29 -2.17 -0.51 1T Longitudinal Direction Torsional Load Cases 40 Basic Load Cases in Transverse Direction Basic Load Cases in Lonaitudinal Directi on Area Pressure /kl with Surface (112) (+GC.,) (-GC.il 1 375 2.42 4.91 2 547 -8.70 -5.07 3 547 -6.65 -3.02 4 375 -4.22 -1.73 1E 57 0.65 1.03 2E 83 -1.90 -1 .35 3E 83 -1 .33 -0.78 4E 57 -0.86 -0.48 L Horiz. 7.25 7.25 Vert. -17.45 -9.60 10 psi min. Horiz. 6.48 6.48 Sec. 6.1.4.1 Vert. -11.83 -11 .83 Torsional Load Cases in Transverse Direction Area Pressure (kl with Torsion /ft-kl Surface (112) (+GC,,) (-GC,,) (+GC,,) 1 159 1.03 2.08 10 2 232 -3.69 -2.15 -13 3 232 -2.82 -1 .28 10 4 159 -1.79 -0.73 18 1E 57 0.65 1.03 13 2E 83 -1.90 -1 .35 -13 3E 83 -1.33 -0.78 9 4E 57 -0.86 -0.48 17 1T 216 0.35 0.71 -4 2T 315 -1.25 -0.73 5 3T 315 -0.96 -0.43 -4 4T 216 -0.61 -0.25 -7 Total Horiz. Torsional Load, Mr 41 Design pressures for components and cladding p = Q.[ (G Cp) -(G Cp;)] where: p = pressure on component Pmin = 10 psi (Sec. 6.1.4.2, pg 21) G c. = external pressure coefficient. see table below (-GC.,) 21 -7 4 7 20 -9 5 10 -8 3 -2 -3 4 1 Surface 1 2 3 4 1E 2E 3E 4E L 10 psi min. Sec. 6. 1.4.1 Effective Zone 1 Zone 2 Area (ff) Como. 280 Comp. & Cladding Pressure ( psf) GC, I -GC, GCp I -GC, 0.30 I -0.80 o.30 I -1.20 Zone 1 Zone 2 Positive Negative Po•ltlve N atfve 10.00 -18.06 10.00 -25.43 Area Pressure /kl with (112) (+GC,1) (-GC0i) 245 0.99 2.62 484 -7.77 -4.55 484 -4.91 -1.70 245 -2.12 -0.50 64 0.50 0.93 145 -3.35 -2.38 145 -1.90 -0.94 64 -0.71 -0.29 Horiz. 4.34 4.34 Vert. -16.84 -8.99 Horiz. 3.09 3.09 Vert. -11.83 -11.83 Torsional Load Cases in Longitudinal Direction Area Pressure 'k\ with Torsion (ft-kl Surface (112) (+GC,;) (-GC•i) (+GC,i) (-GC•i) 1 91 0.37 0.97 1 3 2 339 -5.44 -3.19 21 12 3 339 -3.44 -1 .19 -13 -5 4 91 -0.79 -0.18 3 1 1E 64 0.50 0.93 5 9 2E 145 -3.35 -2.38 13 9 3E 145 -1.90 -0.94 -7 -4 4E 64 -0.71 -0.29 7 3 1T 154 0.16 0.41 -1 -3 2T 484 -1.94 -1 .14 -15 -9 3T 484 -1.23 -0.42 10 3 4T 154 -0.33 -0.08 -2 0 Total Horiz. Torsional Load, Mr 20.9 20.9 Walls Zone 3 GC, I -GCp 0.30 I -2.00 Zone 3 Poaltlve N alive 10.00 -40.18 3.--1--~ J I I 2 I -: ! ! I 31-2--2 J Roof e,,. ~ t-~~ .J.i2-, :! I I I I I I l I 2 I_ Ir., r-,1 _ I 2 :! :]!: ! : I I I I J~rsJ~-13 Roof .,,. Zone 4 Zone 5 GCp l -GC, GC, I -GCp 0.74 I -0.84 o.74 l -0.89 Zone 4 Zone 5 Negative Positive N atlve 17.04 -18.88 17.04 -19.70 Y4 X1 t-¥ r Y1 X2 [ ff◄" • ... , "' 1[ X3 = TL ... X4.1 Y3 Y2 I ~ Y2.3 ~] ~-• ] ':' Y2.1 ... = X4.2 X4 SHEARWALL KEY PLAN 41 11661 I0.7K I --"~ )(,. ( Lf. 3) -(:.2-A14) --~. G & --=--= x~ 13751 11.6K I -C4-3) C»1) --1 .osJL__ ::::- -=--- 13751 ~3 CJJ-3) I1.6K I -(;;. s= ,J -::: I 08 ,.._ _,... ~ [ill 10.2K I ~ ~~~ s CA-3) (-iiie) e-~>k.-:::,. OS Scanned with CamScanner ARCHITECT ENGR. MC DATE: TAG : Xl FORCE: Fl= SHEAR STRESS Xl Ll= L2= L3= L4= Ltotal= OVERTURNING WALL: Xl January 13, 2021 2 . 67 ft) , 0 .70 2 .67 0 .00 0 .00 0 .00 2 .67 kips ft ft ft ft ft height= 9 .00 ft MOT= 0.70 X 2. 67 ROOF : WALL : Unit load 15 10 MR= 0 .176 T= 6.3 psf psf X Tallow= 3 .08 kips X X 2.67 Tributary 6 9 0 . 48 X 2 . 67 OK CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach, CA 90804 43 JOB MENDOZA RESfDENCE JOB NO. 2-7 SHEET NO. SHEARWALL CALCULATIONS 0 . 00 ft), ft ft w 0 .63 X 9 0 .63 v= 86 90 176 k-ft 2.25 0 .00 ft), SEISMIC GOVERNS Load Comb . 700 2 .67 6.3 plf plf plf kips SDS lbs = ft k-ft 0 .00 ft) (0 .6-.14SDS) D + E 0 .86 262 plf h/w= 3 . 37 2w/h factor• 0. 83 Vallow= 340 x 0. 83 282 PLF '~'l•YPE A SHEAAmLL I USE ,, 4 X 4 POST w/ HDU2 H,D: ENGR. MC DATE: TAG: X2 FORCE: Fl= SHEAR STRESS X2 Ll= L2= L3= L4= Ltotal= OVERTURNING WALL : X2 January 13, 2021 11.33 ft), 1. 60 11. 33 0 .00 0 .00 0 .00 11.33 kips ft ft ft ft ft height= 9.00 ft MOT= 1. 60 X 11. 33 ROOF: WALL: MR= Unit load 15 10 0 .110 T= 14 . 4 psf psf X Tallow= 3.08 ki ps X X 11. 33 Tributary 1 9 11. 33 A2/2 0 . 48 11.33 OK X CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach, CA 90804 44 JOB MENDOZA RESIDENCE JOB NO. 20-&47 SHEET NO. SHEARWALL CALCULATIONS 0 .00 ft), ft ft w 7.06 X 9 7.06 0.00 ft), SEISMIC GOVERNS Load Comb . sos v= 1600 lbs 11. 33 ft 20 90 110 k-ft 0 .97 14.4 plf plf plf kips k-ft 0. 00 ft) (0.6-.14SDS) D + E 0 . 86 141 plf h/w= 0 . 79 OK Vallow= 340 PLF "'"ITYPE A .... 1 4 X 4 POST w/ SHEARWALL I HDU2 R.D: 45 SIMPSON STRONG-TIE COM PANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: X3 Application: Standard Wall on Concrete Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear= 1600 lbs Selected Strong-Wall® Panel Solution: Model Type w (in) WSW18x9 Wood 18 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW18x9 1600 Notes: H T (in) (in) 105.25 3.5 Allowable Shear (lbs) :,; 1920 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts N/A 2 -7/8" Actual/ Actual Drift Allow Drift Limit Shear (in) (in) 0.83 0.36 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74 1/2". Disclaimer: Actual Ublift (I s) 120301b It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: X3 Application: Standard Wall on Concrete Design Criteria: • Slab on grade -Slab edge • 2018 International Bldg Code • Seismic R=6.5 • 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation WSW-AB 2¼' • .. Shear reinforcement per detail when required .. .. ,. .• . I I I 46 SIMPSON Strong-Tie _______ , ________ l=r+l I I w : ½W ______ J __ ~~~~ j.-½W -½W-...J Slab-on-Grade Section View Perspective View Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor So lution Assuming Uncracked Concrete Design: Model w de s Anchor Bolt Strength Model w de s Anchor Bolt Strength WSW1Bx9 29 10 14 WSW-AB7/8 Standard WSW18x9 24 8 14 WSW-AB7/8 Standard Page 2 of 4 47 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 48 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie 1)1° CLR L. MIN #3 HAIRPIN, GRADE 60 REBAR (MIN.) FIELD TIE ANO SECURE DURING CONCRETE PI.ACEMENT. OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. -. •., .... : , . . . ' I...A HAIRPIN INSTALLATION IG.MAOE CUftl SHOWN. OTHEAfOOTIHO TYP£1 IMI...AA,t 4"MIN *3 TIE, GRADE 60 REBAR (MIN.) FIELD TIE ANO SECURE DURING CONCRETE PI.ACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT ANCHOR BOLT SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG•WAU. • WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' WINO• l, MINIMUM MINIMUM OR ASO ALLOWABLE SHEAR LOAD, V (lo,)• MODEL CURB/ L. SHEAR CURS/ SHEAR (In.) REINFORCEMENT STEMWALL REINFORCEMENT STEMWALL WIOTH(ln.) WIDTH (In.) UNCRACKEO I CRACKED WSW12 1or. (1) #3 HAIRPIN a' SEE NOTE6 6 1.035 I 740 WSW18 15 (1) #3 HAIRPIN a' ( 1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF WSW24 19 (2) #3 HAIRPINS a' C 1) #3 HAIRPIN & THE WSW NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 31S-11 ANO ACI 31S-1' ANO ASSUME MINIMUM 2.500 PSI CONCRETE. 2. SHEAR REINFORCEMENT lS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 ANO 2 FAMILY DWELLINGS IN soc C MAY use WINO ANCHORAGE SOI.UTIONS. 4. WINO INCLUDES SEISMIC DESIGN CATEGORY A ANO B ANO DETACHED 1 ANO 2 FAMILY DWELLINGS IN SOC C. 5. WHERE NOTED, MINIMUM CURB/STEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED. 6. use (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS. STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 49 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: X4 Application: Standard Wall on Concrete Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 200 lbs Selected Strong-Wall® Panel Solution: Model Type w (in) WSW12x9 Wood 12 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW12x9 200 Notes: H T (in) (in) 105.25 3.5 Allowable Shear (lbs) :5 790 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts N/A 2 -7/8" Actual / Actual Drift Allow Drift Limit Shear (in) (in) 0.25 0.11 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74 1/2". Disclaimer: Actual U~lift (I s) 2562 Ib It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: X4 Application: Standard Wall on Concrete Design Criteria: * Slab on grade -Slab edge * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation WSW-AB 2¼' Shear reinforcement per detail when required + H ½W • .. ½W 6' min. for -----w----1~ WSW-AB1 Slab-on-Grade Section View .. .. Perspective View r----- 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 50 SIMPSON Strong-Tie ------·' -------,---.--~ l----1 1 1 1 1 1 1 ½W -w : ½W '-------_______ : ___ ~~~ f+v.w ½W--j Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de s Anchor Bolt Strength Model w de s Anchor Bolt Strength WSW12x9 27 9 8.125 WSW-AB?/8 Standard WSW12x9 24 8 8.125 WSW-AB?/8 I Standard Page 2 of 4 51 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 52 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie 1~"CLR L,, MIN #3HAJRPIN. GRADE 60 REBAR (MIN.) FIELD TIE ANO SECURE DURING CONCRETE PlACEMENT. OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT I..,._ HAIRPIN INSTALLATION fOAAAOE C\M9 IHOWM. OTHUI: FOOTlNO TYPU UM..Ml.l 4-MIN \ #3 TIE. GRADE 60 REBAR (MIN.) FIELD TIE ANO SECURE DURING CONCRET£ PlACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT SECTION A·A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRON~WAU. • WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' waNo• L, MINIMUM OR MINIMUM ASO ALLOWABLE SHEAR LOAD. V (lb.)• MODEL CURB/ CURB/ L,, SHEAR SHEAR (on.) REINFORCEMENT STEMWALL REINFORCEMENT STEMWALL WIDTH (In.) WIDTH (In.) UNCRACKEO I CRACKED WSW12 ,or. (1) #3 HAIRPIN a' SEE NOTEO • 1.035 I 740 WSW18 15 (1) #3 HAIRPIN a' (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF WSW2◄ 19 (2) #3 HAJRPINS e• (1) #3 HAtRPIN • THE WSW NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 ANO ACI 318-14 ANO ASSUME MINIMUM 2.500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE). OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 ANO 2 FAMILY DWELLINGS IN SOC C MAY USE WINO ANCHORAGE SOllfTIONS. 4. WINO INCLUDES SEISMIC DESIGN CATEGORY A ANO B ANO DETACHED 1 ANO 2 FAMILY DWELLINGS IN SOC C. 5. WHERE NOTED. MINIMUM CURBISTEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED. 6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 7. #4 GRADE 40 SHEAR REINFORCEMENT MAV BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLlfTIONS. STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 53 ARCHITECT JOB MENDOZA RESIDENCE CASTILLO ENGINEERING, INC. 1327 Loma Avenue ENGR. MC DATE: January 12, 2021 Lo~ Beach, CA 90804 JOB NO. 20-8-47 SHEET NO SHEARWALL CALCULATIONS TAG : Yl.l 4 .25 ft), Yl.2 4 .08 f t ), 0 . 00 ft), 0 .00 ft) FOBC~; SEISMIC GOVERNS Fl = 1. 95 kips Load Comb . (0 .6-.14SDS) D + E SDS 0 .86 SHEAR STRESS Yl.1 Ll= 4 .25 ft v= 1950 lbs 234 plf Yl. 2 L2= 4 .08 ft 8 .33 ft L3= 0 .00 ft L4= 0 .00 ft Ltotal= 8 .33 ft OVERTURNING WALL : Yl.1 height= 9 . 00 ft MOT= 1.95 X 4.25 X 9 9 .0 k-ft 8.33 Unit load Tributary ROOF : 15 psf X 6 ft 94 plf h/w= 2.12 2w/h factor• 0.99 WALL : 10 psf X 9 ft 90 Elf w 184 plf Vallow= 340 X 0.99 335 PLF MR= 0.184 X 4.25 A2/2 1. 66 k-ft "~•,TYPE A I SHEARWALL T= 9.0 0 . 48 X 1. 66 1. 92 kips 4.25 Tallow= 3.08 kips OK u,.,I 4 X 4 POST w/ HDU2 HD: WALL: Yl.2 height= 9. 00 ft MOT= 1. 95 X 4.08 X 9 8 .6 0 k-ft 8.33 Unit load Tributary ROOF: 15 psf X 6 ft 94 plf h/w= 2.21 2w/h factor• 0. 97 WALL: 10 psf X 9 ft 90 Elf w 184 plf Vallow= 340 X 0.97 331 PLF MR= 0.184 X 4.08 A2/2 1.53 k-ft oe,,TYPE A I SHEARWALL T= 8.60 0 .48 X 1. 53 1. 93 kips 4.08 Tallow= 3 .08 kips OK USB•I 4 X 4 POST w/ HDU2 H.D: 54 ARCH!fECT JOB MENOOZA RESIDENCE CASTILLO ENGINEERING, INC. 1327 Loma Avenue ENGR. MC DATE: January 12. 2021 Lon9 Beach. CA 90804 JOB NO. 20,.8.47 SHEET NO. SHEARWALL CALCULATIONS TAG: Y2 .1 4 .17 ft), Y2 .2 6 .25 ft), Y2.3 7 .00 ft), 0 .00 ft) [QB!:J::; SEISMIC GOVERNS Fl= 1. 95 kips Load Comb. (0.6-.14S0S) D + E SDS 0 .86 SHEAR STRESS Y2 .1 Ll= 4.17 ft v= 1950 lbs 112 plf Y2 .2 12= 6.25 ft 17. 42 ft Y2 .3 13= 7.00 ft 14= 0.00 ft Ltotal= 17.42 ft QYEBTUBNING WALL : Y2.1 height= 9 . 00 ft MOT= 1. 95 X 4 .17 X 9 4.2 k-ft 17 .42 Unit load Tributary ROOF: 15 psf X 6 ft 94 plf h/w= 2.16 2w/h factor• 0.98 WALL: 10 psf X 9 ft 90 eH w 184 plf Vallow= 340 X 0.98 333 PLF MR= 0 .184 X 4 .17 A2/2 1. 60 k-ft ""}•YPE A I SHEARWALL T= 4.2 0. 48 X 1. 60 0 .82 kips 4.17 Tallow= 3 .08 kips OK USE•I 4 x 4 POST w/ HDU2 H.D: WALL: Y2 .2 height= 9 . 00 ft MOT= 1. 95 X 6.25 X 9 6.30 k-ft 17.42 Unit load Tributary ROOF: 15 psf X 6 ft 94 plf h/w= 1. 44 OK WALL: 10 psf X 9 ft 90 elf w 184 plf Vallow= 340 PLF MR= 0.184 X 6 .25 AZ/2 3.59 k-ft "'"'ITYPE A I SHEARWALL T= 6.30 0.48 X 3 .59 0.73 kips 6 .25 Tallow= 3 .08 kips OK ... 1 4 x4 POST w/ HDU2 R D: ARCHITECT ENGR. MC DATE January 12, 2021 WALL : Y2.3 height= 9 . 00 ft MOT= 1. 95 X 7 .00 17.42 Unit load Tributary ROOF: 15 psf X 1 WALL : 10 psf X 8 MR= 0.100 X 7 .00 A2/2 T= 7 .1 0 .48 X 7 .00 Tallow= 3 .08 kips OK X ft ft w 2.45 2 .45 CASTILLO ENGINEERING, INC. 9 1855 Coronado Avenue, Suite A Signal Hill, CA 90755 7.1 k-ft 20 plf 80 Elf 100 plf k-ft 0.84 kips 55 JOB MENDOZA RESIDENCE JOB NO. 20-847 SHEET NO. h/w= 1. 29 OK Vallow= 340 PLF =•1TYPE A SHEARWALL I USE•I 4 x 4 POST w/ HDU2 H.O : ARCHJTECT ENGR. MC DATE: TAG: Y3 FORCE: Fl= SHEAR STRESS Y3 Ll= L2= L3= L4= Ltotal= OVERTURNING WALL : Y3 J~Ulil,Y 12, 2021 4 . 33 ft), 0.20 4.33 0.00 0.00 0.00 4.33 kips ft ft ft ft ft heigh t= 9. 00 ft MOT= 0 . 20 X 4 .33 ROOF: WALL: Unit load 15 10 MR= 0.176 T= 1.8 psf psf X Tallow= 3.08 kips 4 .33 Tributary X X 0.48 X 4 .33 OK 6 9 CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach. CA 90804 SHEARWALL CALCULATIONS 0 . 00 ft), 0.00 ft), 56 JOB MENDOZA RESIDENCE SHEET NO. 0.00 ft) SEISMIC GOVERNS Load Comb. (0.6-.14SDS) D + E ft ft w 1. 65 X 9 1.65 sos : 0 .86 v= 200 lbs 86 90 176 k-ft 0.23 -------4.33 ft 1.8 plf plf plf kips k-ft h/w= Vallow= 46 2 .08 340 plf 2w/h factor• 0. 99 X 0 .99 337 PLF ZS: SHmWALL I POST w/ HDU2 H.D: 57 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: Y4 Application: Standard Wall on Concrete Design Criteria: • 2018 International Bldg Code • Seismic R=6.5 • 2500 psi concrete * ASD Design Shear= 530 lbs Selected Strong-Wall® Panel Solution: Model Type w (in) WSW12x9 Wood 12 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW12x9 530 Notes: H T (in) (in) 105.25 3.5 Allowable Shear (lbs) :5 790 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts N/A 2 -7/8" Actual/ Actual Drift Allow Drift Limit Shear (in) (in) 0.67 0.29 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of741/2". Disclaimer: Actual Uplift (lbs) 6871 lb It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: Y4 Application: Standard Wall on Concrete Design Criteria: * Slab on grade -Slab edge * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details : Slab-on-Grade Installation WSW-AB 2¼' Shear reinforcement per detail when required 5' min. for . . . 4 .. .. • WSW-AB¾ ½W 6' min. for -----W WSW-AB1 Slab-on-Grade Section View •' Perspective View r-----, I I I I I I I I I I I I I I I I 58 SIMPSON Strong-Tie ---------------, l----1 I I I I I I ½W i ½W 1 ______ _ _______ : __ ~i~~ !-½W ½W...j Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de s Anchor Bolt Strength Model I w de s Anchor Bolt Strength WSW12x9 27 9 8.125 WSW-AB?/8 Standard WSW12x9 I 24 8 8.125 WSW-AB?/8 Standard Page 2 of 4 59 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Notes: Strong-Tie 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section 0 .3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 . , 60 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie 1½"CLR I., MIN #3HAIRPIN, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PI.ACEMENT. OVERI.AP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT I..,.. #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. HAIRPIN INSTALLATION (CIAAAOE CURii ltt0WN. OTHO l'C)()fWrfO TYH:I IMUJI.I 4"MIN \ #3 TIE, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PI.ACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT ANCHOR BOLT SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG-WALL• WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' WINO• i.. MINIMUM MINIMUM OR ASD AI.LOWABLE SHEAR LOAD. V Ob.)' MODEL SHEAR CURB/ SHEAR CURB/ i.. (k,.) REINFORCEMENT STEMWAI.L REINFORCEMENT STEMWAI.L WIDTH(ln.) WIDTH(ln,) UNCRACKED l CRACKED WSW12 ,or. (1) #3 HAIRPIN a• SEENOTE6 6 1,035 I 7"0 wsw1a 15 (1) #3 HAIRPIN a' (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM AU.OWABLE SHEAR LOAD OF WSW2'-19 (2) #3 HAIRPINS a• (1) #3 HAIRPIN 6 THE WSW NOTES, 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REOUIRED FOR INTERIOR FOUNDATION ,l,PPUCATIONS (PANEL INSTAI.LED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL ,l,PPUCATIONS, 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F, DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WINO ANCHORAGE SOLUTIONS. 4, WIND INCLUDES SEISMIC DESIGN CATEGORY A AND BAND DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C, 5, WHERE NOTED, MINIMUM CURBISTEMWAI.L WIOTM IS 6 INCHES WHEN STANDARD STRENGTM ANCHOR BOLT IS USED. 6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD 7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS, STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 CASTILLO ENGINEERING STRUCTURAL CALCULATIONS F"OR SMITH RESIDENCE ADDITION AND REMODEL 1 076 SEAHORSE COURT CARLSBAD CA 9201 1 1·MAR·21 CE JOB NI CBR2021-0243 STRU 1078 SEAHORSE CT SMITH (945 SF) NEW DETACHED ADU 2145304100 3/3/2021 CBR2021-0243 AR"CHITECT ENGR. MC CASTILLO ENGINEERING, INC. 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 DESIGN CRITERIA 1 Soil supporting footings is natural grade or engineered fill. JOB JOB NO 2 Soil allowable bearing pressure used in design,_-=l-=-5-=0-=0---=P-=S=-=F ________ _ 3 Footing shall extend~ minimum into undisturbed soil or~ below finish grade whichever is lower. 4 All concrete shall develop a minimum compressive strength of 2500 psi in 28 days. 5 Reinforcing steel shall conform to ASTM 615, Grade 60. 6 Structural steel shall conform to the following: Wide flange shapes TS shapes Pipe shapes Other rolled shapes, Bars and plates ASTM A992 ASTM A500, Grade B ASTM A53 , Grade B ASTM A36 7 Structural steel shall be fabricated in a shop of an approved fabricator. 8 All welding shall be done by Certified Welders. 9 Concrete Block shall conform to ASTM C90, Grade N-1. 10 Grout shall develop 2000 psi in 28 days. 11 Mortar shall be Type S and develop 1800 psi in 28 days. 12 All lumber shall be grade marked Douglas Fir. (Grading rule No. 17) Light Framing Joist & Planks Beams & Stringers Posts & Timbers 13 Glue Laminated Timbers shall be combination No. 24F-V8. 14 Plywood shall conform to PS 1-95, Structural 1. Construction No.2 No. 1 No. 1 15 All material and workmanship shall conform to the requirements of 2019 California Building Code. 2 SHEET NO ARD-llTECT ENGR. DATE: CASTILLO ENGINEERING, INC. 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 SI-IEET NO. D □UC:ILAS FIR-LARCH DESIGN VALUES DESIGNATION GRADE FB FT Foperp. LIGHT FRAMING CONSTRUCTION 1000 650 625 2" TO 4" THICK 2"TO4'WIDE JO/BT & PLANKS NO. 2 900 575 625 2" TO 4" THICK 6"&WIDER POST & TIMBER NO. 1 1200 825 625 5x5 AND LARGER WIDTH NOT MORE THAN 2" GREATER THAN THICKNESS BEAM & STRINGER NO. 1 1350 675 625 5" & THICKER WIDTH MORE THAN 2" GREATER THAN THICKNESS GLU-LAM BEAMS COMBINATION 2400 1100 650 NO. 24F-V8 Y·DIR 1450 1100 560 (1 )THE ABOVE VALUES ARE TAKEN FROM THE 2018 NOS. (2)USE STANDARD GRADING RULE ND. 1 7. FD Fv 1650 180 1350 180 1000 170 925 170 1650 265 1650 230 E E MIN 1,500,000 550,000 1,600,000 580,000 1,600,000 580,000 1,600,000 580,000 1,800,000 930,000 1,600,000 830,000 Based On: 2019 CBC CASTILLO ENGINEERING 1205 PINE AVENUE, SUITE 201, LONG BEACH, CA 90813 37683 00 PROJECT Cr= 1.15 (repetitive member factor) Fv = 180 psi (for Light Framing and Joists & Planks) Wood : Douglas-Fir/Larch E = 1,500,000 psi (Const Light Framing) F, = 170 psi (for Beams & Stringers and Posts & Timbers) E = 1,600,000 psi (#2 Joists & Planks, #1 Beams & Stringers, #1 Posts & Timbers) FLuuR ----· MEMBER: SIZE: (35 PCF) PROPERTIES: BENDING STRESS: (k-ft & k) c, =1.00 (k-ft & k) Nominal Grade Type B(inl D (in) PLF A(in"2) S(in"'3) l(in"4) Fb(psi) c, Fb X c, Vmax Mmax Mmax(rep) Vmax Mmax 2x4 Const. LF 1.5 3.50 1.3 5.3 3.1 5.4 1000 1.00 1000 0.63 0.26 0.29 0.79 0.32 2x6 #2 JP 1.5 5.50 2.0 8.3 7.6 20.8 900 1.30 1170 0.99 0.74 0.85 1.24 0.92 2x8 #2 JP 1.5 7.25 2.6 10.9 13.1 47.6 900 1.20 1080 1.31 1.18 1.36 1.63 1.48 2x10 #2 JP 1.5 9.25 3.4 13.9 21.4 98.9 900 1.10 990 1.67 1.76 2.03 2.08 2.21 2x12 #2 JP 1.5 11.25 4.1 16.9 31.6 178.0 900 1.00 900 2.03 2.37 2.73 2.53 2.97 2x14 #2 JP 1.5 13.25 4.8 19.9 43.9 290.8 900 0.90 810 2.39 2.96 3.41 2.98 3.70 4x4 Const LF 3.5 3.50 3.0 12.3 7.1 12.5 1000 1.00 1000 1.47 0.60 0.68 1.84 0.74 4x6 #2 JP 3.5 5.50 4.7 19.3 17.6 48.5 900 1.30 1170 2.31 1.72 1.98 2.89 2.15 4x8 #2 JP 3.5 7.25 6.2 25.4 30.7 111. 1 900 1.30 1170 3.05 2.99 3.44 3.81 3.74 4x10 #2 JP 3.5 9.25 7.9 32.4 49.9 230.8 900 1.20 1080 3.89 4.49 5.17 4.86 5.62 4x12 #2 JP 3.5 11.25 9.6 39.4 73.8 415.3 900 1.10 990 4.73 6.09 7.00 5.91 7.61 4x14 #2 JP 3.5 13.25 11.3 46.4 102.4 678.5 900 1.00 900 5.57 7.68 8.83 6.96 9.60 6x4 #2 JP 5.5 3.50 4.7 19.3 11.2 19.7 900 1.00 900 2.31 0.84 2.89 1.05 6x6 #1 PT 5.5 5.50 7.4 30.3 27.7 76.3 1200 1.00 1200 3.43 2.77 4.29 3.47 6x8 #1 PT 5.5 7.50 10.0 41.3 51.6 193.4 1200 1.00 1200 4.68 5.16 5.84 6.45 6x10 #1 BS 5.5 9.50 12.7 52.3 82.7 393.0 1350 1.00 1350 5.92 9.31 7.40 11.6 6x12 #1 BS 5.5 11.50 15.4 63.3 121.2 697.1 1350 1.00 1350 7.17 13.6 8.96 17.0 6x14 #1 BS 5.5 13.50 18.0 74.3 167.1 1127.7 1350 0.99 1332 8.42 18.6 10.5 23.2 c, =1.25 Mmax(rep) 0.37 1 06 1.70 2.54 3.41 4.26 0.86 2.47 4.30 6.46 8.76 11.0 .... ARCHITECT OAff FV" 290 Fb= 2900 E= 2000000 E= 2000000 b 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 3.50 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 5.25 X 7.00 X 7.00 X 7.00 X 7. 00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X 7.00 X d 9.50 11. 875 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 9.500 11. 875 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0 34.0 36.0 38.0 40.0 42.0 9. 5 0 11. 875 14.0 16.0 18.0 20.0 22.0 24.0 26.0 28.0 30.0 32.0 34.0 36.0 40.0 42.0 pc pc ps (STOCK BEAMS) ps {COMMERCIAL) A s 33.3 53 41. 6 82 49.0 114 56.0 149 63. 0 189 70.0 233 77 .0 282 84.0 336 91. 0 394 98. 0 457 49.9 79.0 62. 3 123 73.5 172 84.0 224 95 284 105 350 116 424 126 504 137 592 147 686 158 788 168 896 179 1012 189 1134 200 1264 210 1400 221 1544 66.5 105 83.1 165 98.0 229 112 299 126 378 140 467 154 565 168 672 182 789 196 915 210 1050 224 1195 238 1349 252 1512 280 1867 294 2058 CASTILLO ENGINEERING INC 1206 Pine Avenue, Suite 201 Long Beach, CA90813 PARALLAM(PSL)BEAMS Depth Factor,,(12/D)~0.111 100% I V M 250 6.43 12.7 488 8.04 19.9 800 9.47 27.2 1195 10.8 35.0 1701 12.2 43.7 2333 13.5 53.3 3106 14.9 63.8 4032 16.2 75.2 5126 17.6 87.5 6403 18.9 100.6 375 9.64 19.1 733 12.1 29.8 1201 14.2 40.7 1792 16.2 52.4 2552 18.3 65.5 3500 20.3 79.9 4659 22.3 95.7 6048 24.4 113 7690 26.4 131 9604 28.4 151 11813 30.5 172 14336 32.5 194 17196 34.5 218 20412 36.5 243 24007 38.6 269 28000 40.6 296 32414 42.6 325 500 12.9 25.4 977 16.1 39.8 1601 18.9 5 4. 3 2389 21. 7 69.9 3402 24.4 87.3 4667 27.1 107 6211 29.8 128 8064 32.5 150 10253 35.2 175 12805 37.9 201 15750 40.6 229 19115 43.3 259 22927 46.0 290 27216 48.7 323 37333 54.1 395 43218 56.8 433 (1) IVEIVBERS IN BOLO ARE COMIVERCIAL SPECIAL ORDER 5 JOB NO SHEET NO 125% V M 8.04 15.9 10.04 24.8 11. 84 34.0 13.53 43.7 15.2 54.6 16.9 66.6 18.6 79. 7 20.3 94.0 22.0 109.3 23. 7 125.8 12.1 23.9 15.1 37.3 17. 8 5 0. 9 20.3 65.5 22.8 81. 9 25.4 99.9 27.9 120 30.5 141 33.0 164 35.5 189 38.1 215 40.6 243 43.1 272 45.7 303 48.2 336 50.8 370 53.3 406 16.1 31. 8 20.1 49.7 23.7 67.9 27 .1 87.4 30.5 109 33.8 133 37.2 159 40.6 188 44.0 219 47.4 252 50.8 287 54.1 324 57.5 363 60.9 404 67.7 493 71.1 541 0 <( 0::: ('.) '" C 0 0 N 0 z N 0 z N ~ "C 0 z CASTILLO ENGINEERING, INC. PROJECT: == TYPICAL POST/STUD DESIGN TABLE == POST AREA ~LLOWABLE LOAD {KIPS)-UNSUPPORTED HEIGHT IN FT 'LOAD TABLE 100%) SIZE 2X4 2X4 2X4 2X4 2X6 2X6 2X8 2X8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 100 ./ X 5.25 4.58 3.61 2.87 2.32 1.91 5.25 1.05 ./ X 5.25 4.67 3.7; 2.98 242 2.00 8.25 166 / X 8.25 10.49 9.66 8.68 7.65 6.67 10.88 2.18 ./ X 1088 14.3 13.9 13.3 12.5 11.7 8.75 4.57 346 2.70 2.15 1.76 X 8.75 7.78 6.20 4.97 404 3.33 13.75 7.14 542 4.23 3.38 2.76 X 13.75 17.5 16.1 14.5 12.8 11.1 18.13 9.35 7.11 5.56 445 3.63 X 18.13 23.9 23.1 22.1 20.9 194 12.25 10.9 8.68 6.96 5.66 4.67 19.25 16.8 13.5 109 8.85 7.31 X 19.25 24.5 22.5 20.3 17.9 15.6 25.38 218 17.6 14.2 11.6 9.6 X 25.38 33.5 32.4 30.9 29.2 27.2 30.25 27.6 26.3 24.8 23.0 20.9 41.25 37.6 35.9 33.8 31.3 28.5 X 41.25 39.3 38.5 37.5 36.2 34.7 52.25 444 42.7 40.4 37.7 34.7 X 52.25 47.2 46.7 46.2 45.5 44.7 56.25 53.8 52.8 515 50.0 48.1 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 160 1.35 1.16 1.00 167 142 1.22 1.05 5.79 504 440 3.86 341 3.03 10.7 9.8 8.8 7.96 7.17 646 / 2.79 2.36 203 1.76 / 9.7 8.39 7.33 643 5.68 5.05 ./ 17.9 16.3 14.7 13.3 11.9 10.8 3.90 3.31 2.84 246 ./ 6.12 5.19 446 3.86 ./ 13.5 11.7 10.3 9 01 7.96 7.07 8.04 6.83 5.86 508 ./ 25.0 22.8 20.6 18.6 16.7 15.1 18.8 16.8 15.0 13.3 11.9 10.7 25.7 22.9 204 18.2 16.2 14.6 33.0 31.0 28.9 26.8 24.6 22.6 31.5 28.3 254 22.7 20.3 18.2 43.8 42.8 41.5 40.2 38.6 37.0 45.9 434 40.7 37.9 35.0 32.3 JOB NO. 17 18 19 20 21 22 2.71 243 2.19 199 181 1.66 5.84 5.29 4.81 4.39 4.01 3.68 4.51 405 3.66 3.31 3.02 2.76 9.7 8.82 801 7.31 6.68 6.13 6.31 5.67 5.12 4.64 4.23 3.86 13.6 12.3 11.2 10.2 94 8.59 9.59 8.66 7.84 7.13 6.51 5.97 13.1 11.8 10.7 9.7 8.9 8.1 20.7 18.9 174 15.9 14.7 13.5 164 14.8 13.5 12.3 11.2 10.3 35.2 33.3 315 29.6 27.8 26.1 29.6 27.2 25.0 23.0 21.2 19.6 m ~ 0 <( O'.'. ('.) 1n C 0 u N ci z N 0 z N ~ ...., 0 z CASTILLO ENGINEERING, INC. PROJECT: == TYPICAL POST/STUD DESIGN TABLE == POST AREA ~LLOWABLE LOAD (KIPS)-UNSUPPORTED HEIGHT IN FT LOAD TABLE 125¾\ SIZE 2)(4 2X4 2X4 2X4 2)(6 2X6 2X8 2X8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 1.01 /' X 5.25 4.83 3.73 2.94 2.36 1.93 5.25 1.06 ./ X 5.25 4.97 3.87 3.06 2.47 2.03 8.25 1.67 ./ X 8.25 12.40 11.08 9.64 8.26 7.06 10.88 2.19 ./ X 10.88 17.5 16.7 15.7 14.5 13.2 8.75 4.67 3.51 2.72 2.17 1.77 X 8.75 8.28 6.45 5.11 4.12 3.38 13.75 7.32 5.50 4.27 3.41 2.78 X 13.75 20.7 18.5 16.1 13.8 11.8 18.13 9.60 7.24 5.62 4.49 3.66 X 18.13 29.2 27.9 26.2 24.2 22.0 12.25 11.6 9 03 7.15 5.76 4.73 19.25 18.0 14.1 11.2 903 7.42 X 19.25 28.9 25.8 22.5 19.3 16.5 25.38 23.5 18.4 14.7 11.9 9.8 X 25.38 40.9 39.0 36.7 33.9 30.8 30.25 33.4 31.4 28.8 26.0 23.1 41.25 45.6 42.8 39.3 35.4 31.5 X 41.25 48.5 47.1 45.4 43.3 40.8 52.25 54.0 51.1 47.4 43.1 38.6 X 52.25 58.6 57.8 56.9 55.9 54.6 56.25 664 64.7 62.6 60.0 56.8 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 1.61 1.36 1.17 101 1.69 143 1.23 1.06 604 5.20 4.51 3.94 3.47 3.07 11.9 10.6 9.4 8.37 7.47 6.69 / 2.82 2.39 2.04 1.77 / 10.1 8.67 7.52 6.57 5.78 5.12 / 19.8 17.6 15.7 14.0 12.4 11.1 3.95 3.34 2.86 2.48 / 6.19 5.24 4.49 3.89 ./ 14.1 12.1 105 9.20 809 7.17 8.15 6.90 5.91 5.12 / 27.7 24.7 21.9 19.5 17.4 15.6 20.3 17.8 15.7 13.9 12.3 10.9 27.7 24.3 214 18.9 16.7 14.9 38.0 35.0 32.0 29.1 26.4 23.9 34.3 30.3 26.7 23.7 210 18.8 53.0 51.2 49.2 46.9 44.5 41.9 53.3 49.4 45.4 41.5 37.8 34.4 JOB NO. 17 18 19 20 21 22 2.74 2.46 2.21 2.01 1.82 1.67 6.01 5.42 4.91 4.46 4.07 3.73 4.57 409 3.69 3.34 3.04 2.78 10.0 903 8.18 7.44 6.79 6.22 6.39 5.73 5.17 4.68 4.26 3.89 14.0 12.6 11.5 10.4 9.5 8.71 9.80 8.81 7.97 7.23 6.59 603 134 12.0 10.9 9.9 9.0 8.2 21.7 19.7 18.0 16.4 15.0 13.8 16.8 15.1 13.7 12.4 11.3 10.4 39.3 36.8 34.3 31.9 29.7 27.6 31.2 28.5 26.0 23.8 21.8 20.0 -, 0 <( a:'. (.'.) u5 <= 0 l) N 0 z N 0 z N 0 z '-: 0 z CASTILLO ENGINEERING, INC. PROJECT: == TYPICAL POST/STUD DESIGN TABLE == POST AREA ~LLOWABLE LOAD (KIPSl-UNSUPPORTED HEIGHT IN FT LOAD TABLE 160%1 SIZE 2)(4 2X4 2X4 2)(4 2X6 2X6 2X8 2X8 3X4 3X4 3X6 3X6 3X8 3X8 4X4 4X6 4X6 4X8 4X8 6X6 6X8 6X8 6X10 6X10 8X8 IN 2 6 7 8 9 10 5.25 101 / X 5.25 503 3.83 2.99 2.39 1.95 5.25 107 ./ X 5.25 5.22 3.m 3.13 2.51 2.05 8.25 1.68 / X 8.25 14.56 12.48 10.49 8.78 7.37 1088 2.21 ./ X 10.88 21.6 20.2 18.5 16.6 14.7 8.75 4.76 3.56 2.75 2.19 1.78 X 8.75 8.70 6.66 5.22 4.18 3.42 13.75 7.46 5.58 4.31 3.43 2.79 X 13.75 24.3 20.8 17.5 14.6 12.3 18.13 9.81 7.34 5.68 4.52 3.68 X 18.13 36.1 33.7 30.8 27.6 24.4 12.25 12.2 9.32 7.30 5.85 4.79 19.25 19.0 14.6 11.4 9.18 7.51 X 19.25 34.0 29.1 24.5 20.5 17.2 25.38 24.8 19.1 15.0 12.1 9.9 X 25.38 50.5 47.2 43.2 38.7 34.2 30.25 40.7 37.2 33.1 28.9 25.0 41.25 55.6 50.7 45.1 39.4 34.1 X 41.25 60.7 58.3 55.3 51.6 47.5 52.25 66.2 61.0 54.9 48.4 42.2 X 52.25 74.3 73.0 71.4 69.5 67.2 56.25 83.3 80.3 76.5 720 66.7 X INDICATES BRACED IN WEAK DIRECTION ALL VALUES BASED ON DOUGLAS FIR-LARCH 11 12 13 14 15 16 1.63 1.37 1.17 101 1.71 1.44 1.23 1.07 6.24 5.34 4.61 4 01 3.52 3.11 12.9 11.3 9.9 8.71 7.71 6.87 / 2.85 2.40 206 1.78 / 10.4 8.90 7.68 6.68 5.86 5.18 ./ 21.4 18.8 16.5 14.5 12.9 11.4 3.99 3.37 2.88 2.49 ./ 6.25 5.28 4.52 3.91 ./ 14.6 12.5 10.7 9.36 8.21 7.26 8.23 6.96 5.95 5.15 ./ 30.0 26.3 23.1 20.3 18.0 16.0 21.6 18.7 16.3 14.3 12.6 11.2 29.4 25.5 22.2 19.5 17.2 15.2 43.1 38.8 34.7 31.1 27.8 25.0 36.6 31.9 27.8 24.4 21.6 19.2 64.5 61.3 57.9 54.2 50.5 46.7 61.0 55.2 49.7 44.7 40.1 36.1 JOB NO. 17 18 19 20 21 22 2.77 2.48 2.23 202 1.84 1.68 6.14 5.53 4.99 4.53 4.13 3.78 4.61 4.13 3.72 3.37 3.06 2.79 10.2 9.21 8.32 7.55 6.88 6.29 6.46 5.78 5.21 4.71 4.28 3.91 14.3 12.9 11.6 10.6 9.6 8.81 9.97 8.95 8.07 7.31 6.66 6.08 13.6 12.2 11.0 10.0 9.1 8.3 22.5 20.3 18.5 16.8 15.3 14.1 17.1 15.4 13.9 12.6 11.5 10.5 43.1 39.8 36.6 33.8 31.2 28.8 32.6 29.5 26.8 24.4 22.3 20.4 a, CASTILLO ENGINEERING, INC 1 205 PINE AVENUE, SUITE 20 l 9 LONG BEACH, CA 90B 1 3 ROOF LOADS composite shingles 2.5 psf re-roof 2.0 psf 1 /2" plywwod 1.5 psf rafters 4.0 psf insulation 0.5 psf Ceiling 3.0 psf beams/headers 1.0 psf MP&E/ misc. 0.5 psf D= 15.0 psf Lr= 20.0 psf REDUCIBLE FLOOR LOADS flooring 1.0 psf 3/4" plywood 2.3 psf joist 3.0 psf ceiling 4.0 psf beams/headers 2.0 psf MP&E/ misc. 2.7 psf D= 15.0 psf L= 40.0 psf EXTERIOR WALL LOADS 7/8" stucco 10.0 psf 1 /2" plywood 1.5 psf 2x6 studs at 16"oc 1.5 psf insulation 0.5 psf 1 /2" gyp board 2.3 psf MP&E/ misc. 0.2 psf D= 16.0 psf INTERIOR WALL LOADS 1/2" gyp board 2.3 psf 1 /2" plywood 1.5 psf 2x6 studs at 16"oc 1.5 psf insulation 0.5 psf 1/2" gyp board 2.3 psf MP&E/ misc. 1.9 psf D= 10.0 psf _ £1 1 _ £J : 1 _ _ -- - ~ LH a1 .. - r -~ - ~ -- ~ - r-= - - - - - -= - - - - - . : 1. i j z ii I I ... , . , , ~ :5 I I i' l i I ~ ! fl . II ,.. . 1 j j 5: I "' Ull I ii H 13 1 H t 11 ~ I I r I 10 ~ ~ _J J zg 11 100 _. J - ~ -~ LL LI: : : .. : r _ - ZH - - _: a : - '7 I 1' ◄ 11 I I I !!2 0 I i i 0 ~I I I 1!2 -', a: 11 ul '.I I 11 I - £t i ~ ~- ,l. : LL _ - ~ ~ e- t £1 1 ARCHITECT ENGR. MC DATE 1/12/2021 RJ-1 L= 14 . 00 ft w= 15 + 20 ) X V= 47 X 14 .00 /2 M= 47 X 14 . 00 "2/8 = D= 5 X 4 6 . 7 / 12 X ( 384 X 1600000 X RJ-2 L= 8 ft w= 15 + 20 ) X V= 47 X 8 /2 M= 47 X 8 "2/ 8 D= 5 X 4 7 / 12 X ( 384 X 1600000 X RJ-3 L= 11 ft w= 15 + 20 ) X V= 47 X 11 /2 M= 47 X 11 "2 I 8 D= 5 X 47 I 12 X ( 384 X 1600000 X CASTILLO ENGINEERING 1205 Pine Avenue, Suite 201, Long Beach. CA 90813 T:562.961.5600 F:562.961.5700 ROOF JOIST li 20 .0 + 2 6 . 7 47 plf 12 0.33 k < V ALLOW. 1 . 63 k l.14k-ft < M ALLOW. l.70k-ft 14 .00 X 12 ) "4 0 . 53 in 1 .5 X 7 . 25 "3/12 USE: I 2x8 li 20 + 27 47 plf 12 0 .18 k < VALLOW. 0 . 79 k 0 .35 k-ft < M ALLOW . 0 .37 k-ft 8 X 12 ) "4 0 .44 in 2 X 4 "3/12 USE : I 2x4 li 20 + 27 47 plf 12 0 .26 k < V ALLOW . 1 . 24 k 0 .74 k-ft < M ALLOW. 1 .06 k-ft 11 X 12 ) "4 0 . 51 in 2 X 6 "3/12 USE : I 2x6 JOB MENDOZA RESIDENCE 1 JOB NO. 20--847 SHEET NO. (. 20) (. 67) L (. 57) 317 JOIST @ 16 II o.c. (. 2 3) (. 96) L (. 85) 211 JOIST @ 16 II o .c . (. 21) (. 70) L (. 67) 267 JOIST @ 16 II o .c . EnQr. Date: 1/12/2112:00 AM Tag B1 Beam L Member= 3.5x11.875 PSL A s No. of members= I CD= 1.00 E CF= 1.00 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 12.75 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1.4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1.5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 3.197 kips R2= -3.197 kips Vmax= 3.20 kips Flexure M= 11.45 k-ft Deflection D Dw1 + Dw2 + D iO•L) 0.433 + 0.000 + 0.433 + 0 D IL Only) 0.248 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 14.33 ft 41.56 in"2 82.3 in"3 488.4 in"4 2,000,000 psi 8.035 kips 19.879 k-ft 3.20 191.25 + 255 0 + 0 0 + 0 0 + 0 0 + 0 191.25 + 255 Trib.2 X 0 0 X 0 0 X 0 0 X 0 0 X 0 0 P1 0 Trib.2 X 0 0 0 0 0 0 0 0 0 0 P2 0 Vallow.= 8.04 X Mallow.= 19.90 X D p1 + Dp2 + + + + + + + + + + + + 0.000 + 0.000 0.43 10.446 0 0 0 0 0 0 0 0 0 0 0 0 0 + 0 0.248 L= kif 0.00 0.00 8.0354 kips 19.902 k-ft L < 397 L ~ USE: 1-3.5X11.875 PSL 12 Project MENDOZA RESIDENCE Job No. 20-847 Sheet 14.33ft 3.20 X1 (ft) X2(ft) kips I 0 14.33 X3 (ft) X4 (ft) kips I 0 14.33 Stress Ratio OK shear: .40 OK flexure: .58 L OK deflection: .60 240 L OK deflection: .52 360 Engr. Date: 1/1212112:00AM Tag 82 Beam L Member= 3.5x11.875 PSL A s No. of members= 1 I CD= 1.00 E CF= 1.00 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1 ,1 (15 + 20) X 13 w1 ,2 (0 + ) X 0 w1 ,3 ( + ) X 0 w1.4 ( + ) X 0 w1.5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1.4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2.4 + 0 p2,5 + 0 Shear R1= 3.601 kips R2= -3.601 kips Vmax= 3.60 kips Flexure M= 14.25 k-ft Deflection D Dw1 + Dw2 + D (O•L) 0.658 + 0.000 + 0.658 + 0 D (LOnly) 0.376 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach. CA 90804 15.83 ft 41.56 inA2 82.3 in"3 488.4 in"4 2,000,000 psi 8,035 kips 19.879 k-ft 3.60 195 + 260 0 + 0 0 + 0 0 + 0 0 + 0 195 + 260 Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P1 0 + Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P2 0 + Vallow.= 8.04 X Mallow.= 19.90 X D p1 + Dp2 0.000 + 0.000 0.66 0 + 0 0.376 L= 10.455 kif 0 0 0 0 0 0 0.00 0 0 0 0 0 0 0.00 8.0354 kips 19.902 k-ft L < ~ L ~ USE: 1-3.5X11.875 PSL 13 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet 15.83ft 3.60 X1 (ft) X2 (ft) kips I 0 15.83 X3 (ft) X4 (ft) kips I 0 15.83 Stress Ratio OK shear: .45 OK flexure: .72 L OK deflection: .83 240 L OK deflection: .71 360 En' r. Date: 1112/21 12:00 AM Tag B3 Beam L Member= 4x8 A s No. of members= I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 8 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1, 1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.396 kips R2= -0.396 kips Vmax= 0.40 kips Flexure M= 0.28 k-ft Deflection D D w1 + Dw2 + D (O+L) 0.002 + 0.000 + 0.002 + 0 D (LOnly) 0.001 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 2.83 ft 25.38 in"2 30.7 in"3 111.1 in"4 1,600,000 psi 3.045 kips 2.300 k-ft 0.40 120 + 160 0 + 0 0 + 0 0 + 0 0 + 0 120 + 160 Trib.2 0 0 + 0 0 + 0 0 + X 0 0 + 0 0 + P1 0 + Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P2 0 + Vallow.= 3.05 X Mallow.= 2.99 X D p1 + Dp2 0.000 + 0.000 0.00 0 + 0 0.001 10.280 0 0 0 0 0 0 0 0 0 0 0 0 USE: 1-4X8 14 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet L= 2.83ft 0.40 kif X1 (ft) X2(ft) 0.00 kips I 0 2.83 X3 (ft) X4 (ft) 0.00 kips I 0 2.83 Stress Ratio 3.045 kips OK shear: .13 2.9895 k-ft OK flexure: .09 L < L OK deflection: .02 14945 240 L L OK deflection: .01 26154 360 15 CASTILLO ENGINEERING INC. Projecl MENDOZA RESIDENCE 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: 1/12/2112:00AM Job No. 20-847 Sheet Tag B4 Beam 3.5ft 6.83ft L 10.33 ft Member= 4x8 A 2538 in"2 s 30.7 in/\3 No. of members= 1 I 111.1 in"4 0.40 CD= 1.00 E 1,600,000 psi CF= 1.30 Va 3.045 kips CV= 1.00 Ma 2.300 k-ft Cr= 1.00 Total Load Un= 240 Live Load Un= 360 L= 10.33ft 0.75 0.62 Uniform load (W1) D L Trib w1,1 (15 + 20) X 2.66 39.9 + 53.2 w1 ,2 (0 + ) X 0 0 + 0 w1 ,3 ( + ) X 0 0 + 0 w1,4 { + ) X 0 0 + 0 w1,5 { + ) X 0 0 + 0 W1 39.9 + 53.2 10.093 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (171.42 + 228.4) X 1 X 1 171.4 + 228.4 p1,2 { + ) X 0 X 0 0 + 0 p1,3 ( + ) X 0 X 0 0 + 0 p1,4 ( + ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 0 0 + 0 X1 {ft) X2 (ft) P1 171.4 + 228.4 0.40 kips I 3.5 6.83 Point Load (P2) D L Trib.1 Trib.2 p2,1 + X 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3 {ft) X4 {ft) P2 0 + 0 0.00 kips I 0 10.33 Shear R1= 0.745 kips R2= -0.616 kips Stress Ratio Vmax= 0.75 kips Vallow.= 3.05 X 3.045 kips OK shear: .24 Flexure M= 2.04 k-ft Mallow.= 2.99 X 2.9895 k-ft OK flexure: .68 Deflection D Dw1 + Dw2 + D p1 + Dp2 D (D+L) 0.134 + 0.000 + 0.078 + 0.000 0.21 L < L OK deflection: .41 ~ 240 0.134 + 0 D (LOnly) 0.077 + 0 + 0.044 + 0 0.121 L L OK deflection: .35 ~ 360 USE: 1-4X8 Engr. Date: 1/12/21 12:0-0 AM Tag 85 Beam L Member= 4x6 A s No. of members= 1 I CD= 1,00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 13 w1,2 (0 + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1 ,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.835 kips RZ= -0.835 kips Vmax= 0.83 kips Flexure M= 0.77 k-ft Deflection D Dw1 + Dw2 + D (D•l) 0.024 + 0.000 + 0.024 + 0 D (LOnly) 0.014 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 3.67 ft 19.25 in"2 17.6 in"3 48.5 in"4 1,600,000 psi 2.310 kips 1.323 k-ft 0.83 195 + 260 0 + 0 0 + 0 0 + 0 0 + 0 195 + 260 Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P1 0 + Trib.2 X 0 0 + X 0 0 + X 0 0 + X 0 0 + X 0 0 + P2 0 + Vallow.= 2.31 X Mallow.= 1.72 X D p1 + Dp2 0.000 + 0.000 0.02 0 + 0 0.014 10.455 0 0 0 0 0 0 0 0 0 0 0 0 USE: 1-4X6 16 Project MENDOZA RESIDENCE Job No. 20-847 Sheet L= 3.67ft 0.83 kif X1 (ft) X2 (ft) 0.00 kips I 0 3.67 X3(ft) X4(ft) 0.00 kips I 0 3.67 Stress Ratio 2.31 kips OK shear: .36 1.7205 k-ft OK flexure: .45 L < L OK deflection: .13 ~ 240 L L OK deflection: .11 3222 360 CASTILLO ENGINEERING INC. 17 Project MENDOZA RESIDENCE 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: t/12121 12:00 AM Job No. 20-847 Sheet 11.33ft 2ft 86 Tag Beam 10ft 3.33ft L 13.33 ft Member= 3.5x11.875 PSL A 41 .56 in"2 s 82.3 in"3 No. of members= 1 I 488.4 in"4 CD= 1.00 E 2,000,000 psi CF= 1.00 Va 8.035 kips CV= 1.00 Ma 19.879 k-ft Cr= 1.00 Total Load Un= 240 Live Load Un= 360 L= 13.33ft 1.53 6.72 Uniform load (W1) D L Trib w1 ,1 (15 + 20) X 1.33 19.95 + 26.6 w1 ,2 (0 + ) X 0 0 + 0 w1 ,3 ( + ) X 0 0 + 0 w1 ,4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 19.95 + 26.6 10.047 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (331 + 439) X 1 X 1 331 + 439 p1,2 ( + ) X 0 X 0 0 + 0 p1,3 ( + ) X 0 X 0 0 + 0 p1,4 ( + ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 331 + 439 0.77 kips I 10 3.33 Point Load (P2) D L Trib.1 Trib.2 p2,1 (1402 + 1858) X 1 X 1 1402 + 1858 p2,2 (1548 + 2052) X 1 X 1 1548 + 2052 p2,4 ( + ) X 0 X 0 0 + 0 p2,4 ( + ) X 0 X 0 0 + 0 p2,5 ( + ) X 0 X 0 0 + 0 X3 (ft) X4 (ft) P2 2950 + 3910 6.86 kips I 11.33 2 Shear R1= 1.532 kips R2= -6.719 kips Stress Ratio Vmax= 6.72 kips Vallow.= 8.04 X 8.0354 kips OK shear: .84 Flexure M= 13.34 k-ft Mallow.= 19.90 X 19.902 k-ft OK flexure: .67 Deflection D Dw1 + Dw2 + D p1 + Dp2 0 (D•L) 0.034 + 0.000 + 0.037 + 0.267 0.30 L < L OK deflection: .45 ~ 240 0.034 + 0.267 D (L Only) 0.019 + 0 + 0.021 + 0.15238995 0.193 L L OK deflection: .43 ~ 360 USE: 1-3.5X11.875 PSL Engr. Date: 1113/2112:00AM Tag B7 Beam L Member= 4x12 A s No. of members= 1 I CD= 1.00 E CF= 1.10 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1 J D L Trib w1,1 (15 + 20) X 6.4 w1,2 (10 + ) X 4 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 + X 0 p1,4 + X 0 p1,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 1.628 kips R2= -1.628 kips Vmax= 1.63 kips Flexure M= 5.02 k-ft Deflection D Dw1 + Dw2 + D (D+LI 0.207 + 0.000 + 0.207 + 0 D fl Only) 0.1 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 12.33 ft 39.38 ln"'2 73.8 ln"'3 415.3 in"4 1,600,000 psi 4.725 kips 5.537 k-ft 1.63 96 + 128 40 + 0 0 + 0 0 + 0 0 + 0 136 + 128 10.264 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P1 0 + 0 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P2 0 + 0 Vallow.= 4.73 X Mallow.= 6.09 X D p1 + Dp2 0.000 + 0.000 0.21 0 + 0 0.1 USE: 1-4X12 18 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet L= 12.33ft 1.63 kif X1 (ft) X2(ft) 0.00 kips I 0 12.33 X3 (ft) X4 (ft) 0.00 kips I 0 12.33 Stress Ratio 4.725 kips OK shear: .34 6.0908 k-ft OK flexure: .82 L < L OK deflection: .34 716 240 L L OK deflection: .24 1477 360 Engr. Date: 1/14/21 12:00 AM Tag 88 Beam L Member= 4x6 A s No. of members= 1 I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) 4 w1,2 ( + ) X 0 w1,3 ( + ) X 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1 ,1 + X 0 p1 ,2 + X 0 p1 ,3 + X 0 p1 ,4 + X 0 p1 ,5 + X 0 Point Load (P2) D L Trib.1 p2,1 + X 0 p2,2 + 0 p2,4 + X 0 p2,4 + X 0 p2,5 + X 0 Shear R1= 0.280 kips R2= -0.280 kips Vmax= 0.28 kips Flexure M= 0.28 k-ft Deflection D Dw1 + Ow2 + D ID•L) 0.010 + 0.000 + 0.01 + 0 0 (LOnly) 0.006 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 4 ft 19.25 in"2 17.6 inl\3 48.5 in"4 1,600,000 psi 2.310 kips 1.323 k-ft 0.28 60 + 80 0 + 0 0 + 0 0 + 0 0 + 0 60 + 80 I 0.140 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P1 0 + 0 Trib.2 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 X 0 0 + 0 P2 0 + 0 Vallow.= 2.31 Mallow.= 1.72 X D p1 + Op2 0.000 + 0.000 0.01 0 + 0 0.006 USE: 1-4X6 19 Project MENDOZA RESIDENCE Job No. 20-84 7 Sheet L= 4ft 0.28 kif X1 (ft) X2 (ft) 0.00 kips I 0 4 X3 (ft) X4 (ft) 0.00 kips I 0 4 Stress Ratio 2.31 kips OK shear: .12 1.7205 k-ft OK flexure: .16 L < L OK deflection: .05 4622 240 L L OK deflection: .04 8088 360 Engr. Date. 2/24121 12:00 AM Tag 89 Beam Member= 4x6 A s No. of members= 1 I CD= 1.00 E CF= 1.30 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 + 20) X 1.33 w1,2 ( + ) 0 w1,3 ( + ) 0 w1,4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D Trib.1 p1,1 + 0 p1,2 + 0 p1,3 + X 0 p1.4 • X 0 p1.5 X 0 Point Load (P2) D L Trib.1 p2,1 • X 0 p2,2 + X 0 p2,4 + X 0 p2,4 • X 0 p2,5 . X 0 Shear R1= 0.085 kips R2= --0.085 kips Vmax= 0.09 kips Flexure M= 0.08 k-ft Deflection D Dw1 + Dw2 + DtO+L) 0.002 + 0.000 + 0.002 + 0 D{LO,ly) 0.001 + 0 + CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach, CA 90804 3.67 ft 19.25 ln'2 17.6 in"3 48.5 ln"4 1.600,000 psi 2.310 kips 1.323 k-ft 0.09 19.95 26.6 0 0 0 0 0 0 0 0 19.95 26.6 I 0.041 Trib.2 X 0 0 + 0 0 0 + 0 0 0 + 0 X 0 0 0 X 0 0 0 P1 0 • 0 Trib.2 X 0 0 0 X 0 0 0 X 0 0 0 0 0 0 0 0 0 P2 0 0 Vallow.= 2.31 X Mallow.= 1.72 X D p1 + Dp2 0.000 + 0.000 0.00 0 + 0 0.001 USE: 1-4X6 Project MENDOZA RESIDENCE 20 Job No. 20-847 Sheet L= 3.67ft 0.09 kif X1 (fl) X2 (ft) 0.00 kies I 0 3.67 X3 (ft) X4 (ft) 0.00 kles I 0 3.67 Stress Ratio 2.31 kips OK shear: .04 1.7205 k-ft OK flexure: .05 L < L OK deflection: .01 17996 240 L L OK deflection: ,01 31493 360 E '· Date: 2125121 12:00 AM Tag B10 Beam L Member= 3.5x11.875 PSL A s No. of members= 1 I CD= 1.00 E CF= 1.00 Va CV= 1.00 Ma Cr= 1.00 Total Load Un= 240 Live Load Un= 360 Uniform load (W1) D L Trib w1,1 (15 20) 9 w1,2 ( ) 0 w1 ,3 ( + ) X 0 w1.4 ( + ) X 0 w1,5 ( + ) X 0 W1 Point Load (P1) D L Trib.1 p1,1 + X 0 p1,2 + X 0 p1,3 X 0 p1,4 X 0 p1,5 + X 0 Point Load (P2) D L Trib,1 p2,1 + X 0 p2,2 + X 0 p2,4 + X 0 p2,4 + X 0 p2,5 • X 0 Shear R1= 1.811 kips R2= -1.811 kips Vmax= 1.81 kips Flexure M= 5.21 k-ft Deflection 0 Ow1 • Ow2 . D (O+L) 0.127 0.000 0.127 • 0 D {LOnry) 0.073 . 0 + X X X X X X X CASTILLO ENGINEERING INC. 1327 Loma Avenue Long Beach. CA 90804 11.5 fl 41.56 in"2 82.3 in"3 488.4 in"4 2,000,000 psi 8.035 kips 19.879 k-fl 1.81 135 + 180 0 + 0 0 + 0 0 + 0 0 • 0 135 + 180 Trib.2 0 0 0 0 0 0 0 0 0 0 P1 0 Trib.2 0 0 0 0 0 0 0 0 0 0 P2 0 Vallow.= 8,04 X Mallow.= 19.90 X 0 p1 Op2 0.000 + 0.000 I o.31s . 0 + 0 + 0 + 0 + 0 0 + 0 + 0 • 0 + 0 + 0 + 0 0.13 0 . 0 0.073 L= kif 0.00 0.00 8.0354 kips 19,902 k-ft L < 1087 L 1903 USE: 1-3.5X11.875 PSL 21 P1oject MENDOZA RESIDENCE Job No. 20-84 7 Sheet 11.5ft 1,81 X1 (ft) X2 (ft) kles I 0 11.5 X3(ft) X4 (ft) kies I 0 11.5 Stress Ratio OK shear: .23 OK flexure: .26 L OK deflection: .22 240 L OK deflection: .19 360 ARCHITECT Castillo Engineering, Inc. PROJECT MENDOZA RESIO~~CE 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR MC DATE 3/1/2021 JOB NO. 20-847 SHEET NO. H1 L= 6. 00 f t LQA.D NG D L TRJ B. R<XF: 15 + 20 X 5, 75 f t = 86. 25 + 115 FLCXR 15 + 40 X 0 ft = 0 + 0 V'ALL: 16 + 0 X 6. 5 f t = 104 + 0 w = 190. 25 + 115 = 305. 25 pl f V= 305. 25 X 6. 00 I 2= 0. 92 k < V allow.= 2. 89 k (. 32) M= 305. 25 X 6. 00 "218= 1. 37 k-ft < M allow.= 2. 15 k-ft (. 64) D= 5 X 305. 25 / 12 X { 6. 00 X 12 ) "4 = 0, 11 i n = L (. 38) 384 X 1600000 X 3. 50 X 5. 50 A 3/ 12 628 USE: 4x6 H2 L= 7. 50 ft LOA.I) NG D L TRJ B. R<XF: 15 + 20 X 7 f t = 105 + 140 FLCXR 15 + 40 X 0 f t = 0 + 0 V'ALL : 16 + 0 X 5 ft = 80 + 0 w = 185 + 140 = 325 pl f V= 325 X 7. 50 I 2= 1. 22 k < V allow.= 3. 81 k (. 32) M= 325 X 7. 50 "218= 2. 29 k-ft < M allow.= 3. 74 k-ft ( . 61) D= 5 X 325 / 12 X ( 7. 50 X 12 ) "4 = 0. 13 in = L (. 35) 384 X 1600000 X 3. 50 X 7. 25 A 3/ 12 692 USE: 4x8 H3 L= 3. 00 ft LOA.I) NG D L TRI B. RCXF: 15 + 20 X 6. 5 f t = 97, 5 + 130 FLCXR 15 + 40 X 0 f t = 0 + 0 V'ALL: 16 + 0 X 3. 83 f t = 61. 28 + 0 w = 158. 78 + 130 = 288. 78 pl f V= 288. 78 X 3. 00 12= 0. 43 k < V al I ow.= 1, 84 k (, 24) M= 288. 78 X 3. 00 "218= 0. 32 k-f t < Mal I ow.= 0. 74 k-ft (. 44) D= 5 X 288, 78 / 12 X { 3, 00 X 12 ) "4 = 0. 03 in = L ( . 18) 384 X 1600000 X 3. 50 X 3:50 "3/ 12 1369 USE: 4x4 AR~HITECT Castillo Engineering, Inc. PROJECT MENDOZA RESID~~CE 1205 Pine Avenue, Suite 201 Long Beach, CA 9081 3 ENGR. MC DATE 3/1/2021 JOB NO. 20-847 SHEET NO. H4 L= 2. 50 ft LOt\D l'-)3 D L TRJ B. R<XF: 15 + 20 X 1. 33 f t = 19. 95 + 26. 6 FLOCR 15 + 40 X 0 f t = 0 + 0 VALL: 16 + 0 X 6. 5 f t = 104 + 0 w = 123. 95 + 26. 6 = 150. 55 pl f V= 150. 55 X 2. 50 I 2= 0. 19 k < V allow.= 1. 84 k ( . 10) M= 150. 55 X 2. 50 "21 8= 0. 12 k-f t < M allow.= 0. 74 k-ft ( . 16) D= 5 X 150. 55 / 12 X ( 2. 50 X 12 ) "4 = 0. 01 in = L (. 05) 384 X 1600000 X 3. 50 X 3. 50 "3/ 12 4536 USE: 4x4 H5 L= 7. 50 ft LO\O l'-)3 D L TRI B. R<XF: 15 + 20 X 1. 33 ft = 19. 95 + 26. 6 FLOCR 15 + 40 X 0 f t = 0 + 0 VALL: 16 + 0 X 3 f t = 48 + 0 w = 67. 95 + 26.6 = 94. 55 pl f V= 94. 55 X 7. 50 I 2= 0. 35 k < V allow.= 1. 84 k ( . 19) M= 94. 55 X 7. 50 "2/ 8= 0. 66 k-f t < M allow.= 0. 74 k-f t (. 89) D= 5 X 94 . 55 / 12 X ( 7. 50 X 12 ) "4 = 0. 34 i n = L (. 90) 384 X 1600000 X 3. 50 X 3. 50 "3/ 12 268 USE: 4x4 CASTILLO ENGINEERING INC. PrOJOCI MENDOZA RESIDENCE 2< 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: 1/13/21 12:00 AM Job No. 20-847 Sheet T■g HS Beam 0.67ft 1.83ft L 2.5 ft Member= 4x6 A 19.25 in"2 s 17.6 in"3 No. of members= 1 I 48.5 in"4 1.63 CD= 1.25 E 1,600,000 psi CF= 1.30 Va 2.310 kips CV= 1.00 Ma 1.323 k-ft Cr= 1.00 Total Load LJn= 240 Live Load Lin= 360 L= 2.5ft 1.51 0.76 Unlfonn load (W1) D L Trib w1,1 (15 20) X 7.3 109.5 + 146 w1,2 (0 ) X 0 0 + 0 w1,3 ( ) X 0 0 + 0 w1.4 ( + ) X 0 0 + 0 w1,5 ( ) X 0 0 + 0 W1 109.5 + 146 10.256 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (701 + 929) X 1 X 1 701 + 929 p1,2 ( ) X 0 X 0 0 0 p1,3 ( + ) X 0 X 0 0 + 0 p1,4 ( + ) X 0 X 0 0 0 p1,5 ( + ) X 0 X 0 0 0 X1 (ft) X2 (ft) P1 701 + 929 1.63 kles I 0.67 1.83 Point Load (P2) D L Trib.1 Trib.2 p2,1 + X 0 X 0 0 + 0 p2,2 + X 0 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,4 + X 0 X 0 0 + 0 p2,5 + X 0 0 0 + 0 X3(ft) X4 (ft) P2 0 + 0 0.00 kles I 0 2.5 Shear R1= 1.513 kips R2= -0,756 kips Stress Ratio Vmax= 1.51 kips Vallow.= 2.89 2.8875 kips OK shear: .52 Flexure M= 0.95 k-11 Mallow.= 2.15 2.1506 k-11 OK flexure: .44 Deflection D Dw1 + Dw2 + D p1 + Dp2 0 (D+Lt 0.003 + 0.000 + 0.009 + 0.000 0,01 L < L OK deflection: .09 2592 240 0.003 + 0 0 (LOnty) 0.002 + 0 + 0.005 + 0 0.007 L L OK deflection: .OB 4532 360 USE: 1-4X6 CASTILLO ENGINEERING INC. P,oject MENDOZA RESIDENCE 25 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: 1/12/21 12:00 AM Job No, 20-847 Sheel Tag H7 Beam 0.67ft 2.33ft L 3 ft Member= 4x6 A 19.25 in"2 s 17.6 in"3 No. of members= 1 I 48.5 in"4 0.75 CD= 1.25 E 1,600,000 psi CF= 1.30 Va 2.310 kips CV= 1.00 Ma 1.323 k-ft Cr= 1.00 Total Load Un= 240 Live Load Un= 360 L= 3ft 1.00 0.59 Uniform load (W1) D L Trib w1,1 (15 + 20) X 8 120 + 160 w1,2 (0 + ) X 0 0 + 0 w1,3 ( + ) X 0 0 + 0 w1.4 ( + ) X 0 0 + 0 w1,5 ( + ) 0 0 + 0 W1 120 + 160 10.280 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (322.5 + 427.5) 1 1 322.5 + 427.5 p1,2 ( + ) 0 X 0 0 + 0 p1,3 ( + ) 0 X 0 0 + 0 p1.4 ( + ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 322.5 + 427.5 0.75 kles I 0.67 2.33 Point Load (P2) D L Trib.1 Trib.2 p2,1 + 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2,4 X 0 0 0 + 0 p2,4 + X 0 0 0 + 0 p2,5 X 0 0 0 0 X3 (ft) X4 (ft) P2 0 + 0 0.00 kips I 0 3 Shear R1= 1.003 kips R2= -0.588 kips Stress Ratio Vmax= 1.00 kips Vallow.= 2.89 X 2.8875 kips OK shear: .35 Flexure M= 0.62 k-ft Mallow,= 2.15 X 2.1506 k-ft OK flexure: ,29 Deflection D Dw1 + Dw2 + D p1 + Dp2 0 (0,L) 0.007 + 0.000 + 0.006 + 0.000 0.0, L < L OK deflection: .08 2881 240 0.007 + 0 D (LOntY) 0.004 + 0 + 0.003 + 0 0.007 L L OK deflection: .07 5025 ""T6o USE: 1-4X6 CASTILLO ENGINEERING INC. ProJec1 MENDOZA RESIDENCE 26 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: 1/12/21 12:00 AM Job No. 20-847 Sheet Tag H8 Beam 1.5ft 1.5ft L 3 fl Member= 4x6 A 19.25 inA2 s 17.6 in113 No. of members= 1 I 48.5 in114 CD= 1.25 E 1,600,000 psi CF= 1.30 Va 2.310 kips CV= 1.00 Ma 1.323 k-tt Cr= 1.00 Total Load Un= 240 Live Load Un= 360 L= 3ft 0.27 0.27 Unlfonn load (W1) D L Trib w1,1 (15 + 20) 1.33 19.95 + 26.6 w1,2 (0 + ) X 0 0 0 w1,3 ( + ) X 0 0 + 0 w1,4 ( + ) X 0 0 + 0 w1,5 ( ) X 0 0 + 0 W1 19.95 + 26.6 I 0.041 kif Point Load (P1) D L Trib.1 Trib.2 p1,1 (172 + 228) X 1 X 1 172 + 228 p1,2 ( + ) X 0 X 0 0 + 0 p1,3 ( ) X 0 X 0 0 + 0 p1,4 ( ) X 0 X 0 0 + 0 p1,5 ( + ) X 0 X 0 0 + 0 X1 (ft) X2 (ft) P1 172 + 228 0.40 kles I 1.5 1.5 Point Load (P2) D L Trib.1 Trib.2 p2,1 + X 0 0 0 + 0 p2,2 + X 0 0 0 0 p2,4 + 0 X 0 0 + 0 p2,4 + 0 X 0 0 + 0 p2,5 + 0 X 0 0 + 0 X3 (fl) X4 (ft) P2 0 + 0 0,00 kips I 0 3 Shear R1= 0.270 kips R2= ..0.270 kips Stress Ratio Vmax= 0.27 kips Vallow.= 2.89 X 2.8875 kips OK shear: .09 Flexure M= 0.35 k-ft Mallow.= 2.15 X 2.1506 k•ft OK flexure: .16 Deflection D Dw1 + Dw2 + D p1 + Dp2 D (D+L) 0.001 + 0.000 + 0.005 + 0.000 0.01 L < L OK deflection: .04 5905 240 0.001 + 0 0 (lOnly) 6E-04 + 0 + 0,003 + 0 0.003 L L OK deflection: .03 10354 36Ci"' USE: 1-4X6 CASTILLO ENGINEERING INC. P1olecl MENDOZA RESIDENCE 27 1327 Loma Avenue Long Beach, CA 90804 Engr. Date: 1112121 12:00 AM Job No. 20-847 Sheel Tag H9 Beam 1.5ft 1.5ft L 3 ft Member: 4x8 A 25.38 in"2 s 30.7 in"3 No, of members= 1 I 111.1 in,..4 CD= 1.25 E 1,600,000 psi CF= 1,30 Va 3.045 kips CV= 1.00 Ma 2,300 k-ft Cr= 1.00 Total Load Un= 240 Live Load Un= 360 L= 3ft 1.70 1.70 Uniform load (W1) D L Trib w1,1 (15 + 20) X 1.33 19,95 + 26,6 w1,2 (0 + ) X 0 0 0 w1,3 ( + ) X 0 0 + 0 w1.4 ( + ) X 0 0 + 0 w1,5 ( + ) X 0 0 + 0 W1 19.95 + 26.6 I 0.041 kif Point Load (P1) D L Trib.1 Trib.2 p1, 1 (1401,8 + 1858) X 1 1 1402 + 1858 p1,2 ( + ) 0 0 0 + 0 p1,3 ( ) X 0 0 0 + 0 p1.4 ( ) X 0 0 0 + 0 p1,5 ( ) X 0 0 0 + 0 X1 (fl) X2 (ft) P1 1402 + 1858 3.26 kies I 1.5 1.5 Point Load (P2) 0 L Trib.1 Trib.2 p2,1 0 X 0 0 + 0 p2,2 + X 0 X 0 0 + 0 p2.4 + X 0 X 0 0 + 0 p2.4 + X 0 X 0 0 + 0 p2,5 + X 0 X 0 0 + 0 X3 (ft) X4 (ft) P2 0 + 0 0,00 kles I 0 3 Shear R1= 1.700 kips R2= -1.700 kips Stress Ratio Vmax:a: 1.70 kips Vallow.= 3.81 X 3,8063 kips OK shear: .45 Flexure M= 2.50 k•ft Mallow.= 3,74 X 3.7369 k-ft OK flexure: .67 Deflection D Dw1 + Ow2 + D p1 + Dp2 0 lO+L) 0.000 + 0,000 + 0.018 + 0,000 0.02 L < L OK deflection: .12 """"i969 240 5E-04 + 0 0 (Loniv, 3E-04 + 0 + 0.01 + 0 0.01 L L OK deflection: .10 ~ 360 USE: 1-4X8 co N r- - - - - - - -~ IC , s i -- - -7 I I I il l ' I ~ Q~ _J I !l I I I I I I _J z :s £L ~ ! ~ z " 0 ~ -~ C z :, 0 lL ARCHITECT CASTILLO ENGINEERING JOB MENDOZA RESIDENCE 1205 Pine Avenue, Suite 201 , Long Beach, CA 90813 29 ENGR. MC DATE 1/12/2021 JOB NO. 20-847 SHEET ND. CONTINUQ:U:S FQQTIN~S ! CF-1 LOADING: D L TRIS. ROOF: 15 + 20 X 13 ft 195 + 260 FLOOR : 15 + 40 X 0 ft 0 + 0 WALL : 10 + 0 X 9 ft 90 + 0 w = 285 + 260 545 plf B= 545 12H 0 .36 ft 1 '-0" WIDE FTG. 1500 psf USE: F-CONTINUOUS FOOTINGS-1500 ARCHTECT ENGR. MC DATE 1/1:112021 CF1. CAPACITY CHECK EXISTING A q P.o. = Plead = Pnet = ~,.,,.--~~,- 12 (20 + 3.50 + 20) 144 1500 psi (BEARING CAPACITY) 1500 (3.63) 40 1000 1. 9784 K 3.22 k Castillo Engineering, Inc. 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 I 3.63 ft2 (SELF WEIGHT) ( 3.63 X 1.67) I I 5.20 K .J .... ,,.,,.. I I I L Pnet PROJECT JOB NO. 4 3. ~ '" 3 .63 ft 30 MENDOZA RESIDENCE SHEET NO. 3.22 ARCHITECT CASTILLO ENGINEERING, INC. JOB MENDOZA RESIDE~fE 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. MC DATE 2/25/2021 JOB NO. 20-847 SHEET NO SPREAD EQQ'.rUH:ZS F1 Pl 6.72 K P2 0 K P3 0 K P4 0 K p TOTAL 6. 72 K P ALLOW. 8 .44 K USE: !TYPE @ FOOTING F2 Pl 6.03 K P2 0 K P3 0 K P4 0 K p TOTAL 6.03 K P At.LOW. 8.44 K USE: !TYPE @ FOOTING F1 ,F2 ARCHITECT CASTILLO ENGINEERING, INC. JOB MENDOZA RESID~E 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. MC DATE 1/14/2021 JOB NO. 20-847 SHEET NO. SPREAD EQQ!INGS F1 Pl 6 .72 K P2 0 K P3 0 K P4 0 K p TOTAL 6.72 K p ALLOW . 8.44 K USE: ,ITYPE @ FOOTING F2 Pl 5.63 K P2 0 K P3 0 K P4 0 K p TOTAL 5.63 K p ALLOW. 8.44 K USE: ,ITYPE ® FOOTING L F1,F2 ' lo Mark: CE Engineering Software v1.0 PROJECT: == TYPICAL SQUARE PAD FOOTING DESIGN TABLE== (2/99) Soil Bearing Pressure: q = 1500 psf qu = q x 1.6 = 2400 psf Material Strengths: concrete = 2500 psi fy = 60 ksi Size Thick Pmax Depth (ft) -SQ. (in) (k) (in) 12 3.04 8 ' 12 5.40 8 12 8.44 8 12 12.2 8 ' 12 16.5 8 12 21.6 8 ' 12 27.3 8 12 33.8 8 12 40.8 8 @ 15 47.3 11 Miscellaneous: column footprint = steel spacing factor = 4 in 10 (for selection of steel spacing vs. size only) Notes: Assumes Pu= 1.6 (DL + LL) ONE WAY SHEAR: TWO WAY SHEAR: Mu Vaci (k) Va11 (k) OK? Vaci (k) V a11 (k) OK? (k-in) 0.0 12.2 y 2.7 65.3 y 7 0.7 16.3 y 6.5 65.3 y 18 2.3 20.4 y 11.3 65.3 y 38 4.3 24.5 y 17.3 65.3 y 69 6.9 28.6 y 24.3 65.3 y 114 10.1 32.6 y 32.4 65.3 y 174 13.8 36.7 y 41.6 65.3 y 253 18.0 40.8 y 51 .8 65.3 y 353 22.8 44.9 y 63.2 65.3 y 476 24.2 67.3 y 72.3 112.2 y 607 Bar # Area (in2) 3 0.11 4 0.20 5 0.31 6 0.44 7 0.60 8 0.78 9 1.00 10 1.23 11 1.56 a As As As min As (in) (Req'd) (2001Fy) (.0018) Use USE: 0.02 0.02 0.72 0.39 0.39 2 # 4 0.05 0.04 0.96 0.52 0.52 3 # 4 0.08 0.09 1.20 0.65 0.65 4 # 4 0.13 0.16 1.44 0.78 0.78 4 # 4 0.18 0.27 1.68 0.91 0.91 5 # 4 0.24 0.41 1.92 1.04 1.04 6 # 4 0.31 0.60 2.16 1.17 1.17 4 # 5 0.39 0.84 2.40 1.30 1.30 5 # 5 0.49 1.14 2.64 1.43 1.51 5 # 5 0.41 1.04 3.60 1.94 1.94 7 # 5 (;.) ...... .. .. L_ L- AREA = 948.23 FT2 PERIMETER = 144.9 FT 32 ARCHITECT CASTILLO ENGINEERING, INC. JOB 33· 1205 Pine Avenue, Suite 201 Long Beach, CA 90813 ENGR. DATE: JOB NO. SHEET NO. DOUBLE TOP PLATE SPLICE 2x4 TA= 450 X 1.60 X 1.5 X 3.5 = 3.78 kips I 2x6 TA= 575 X 1.60 X 1.5 X 5.5 = 7.59 kips I 3x4 TA= 575 X 1.60 X 2.5 X 3.5 = 8.05 kips I 3x6 TA= 575 X 1.60 X 2.5 X 5.5 = 12.65 kips I TYPE SPLICE LENGTH 2x DJ TA= 141 X 1.60 X 0.93 X 6 = 1.25 kips I 1.5FT 2x OJ TA= 141 X 1.60 X 0.93 X 8 = 1.67 kips I 2FT 2x [Jr] TA= 141 X 1.60 X 0.93 X 10 = 2.09 kips I 2.5FT 2x OIi TA= 141 X 1.60 X 0.93 X 12 = 2.51 kips I 3FT 2x [J!] TA= 141 X 1.60 X 0.93 X 14 = 2.92 kips I 3.5FT 2x m:J TA= 141 X 1.60 X 0.93 X 16 = 3.34 kips I 4FT 2x [El TA= 141 X 1.60 X 0.93 X 18 = 3.76 kips I 4.5FT 2x [][] TA= 141 X 1.60 X 0.93 X 20 = 4.18 kips I 5FT 2x Dr] TA= 141 X 1.60 X 0.93 X 22 = 4.60 kips I 5.5FT 2x DI] TA= 141 X 1.60 X 0.93 X 24 = 5.01 kips I 6FT 2x [El TA= 604 X 1.60 X 1.00 X 6 = 5.80 kips I 0.99 2x [El TA= 604 X 1.60 X 1.00 X 8 = 7.73 kips I 1.09 2x rnJ TA= 725 X 1.60 X 1.00 X 8 = 9.28 kips I 1.09 3x [E] TA= 1208 X 1.60 X 1.00 X 6 = 11.60 kips I 1.19 3x [fil TA= 1208 X 1.60 X 1.00 X 8 = 15.5 kips I 1.31 34 SHEARWALL SCHEDULE MARK SHEATHING NAIL EDGE FIELD SILL TO SILL TO ALLOW. SHEAR ( 1 ) SIZE NAIL NAIL WOOD CONN. (1) CONC. CONN. (1) SHEAR WALL (2) SPACING SPACING (PLF) ill 15/32 STR I 0.S. 10d 6" 12· SDS1/4"x6" @ 16" 2x: 5/8"0 A.B. @ 32' 3x: 5/8"0 A.B. @ 48' 34-0 I & 15/32 STR I 0.S. 10d 4• 12· SDS1/4"x6" @ 12" 3x: 5/8"0 AB. @ 32' 510 ][ ill 15/32 STR I 0.S. 10d 3• STGR(4) 12· SDS1/4"x6" @ 9" 3x: 5/8"0 AB. @ 24' 665 ][ ill 15/32 STR I 0.S. 10d 2• STGR(4) 12· SDS1/4"x6" @ 6" 3x: 5 8 0 AB. @ 16 I • .. 870 ][ A 15/32 STR I D.S. 10d 4• 12· SDS1/4"x6" @ s• 3x: 5/8"ti AB. @ 16" 1020 III & 15/32 STR I D.S. 10d 3• STGR(4) 12· SDS1/4"x6" @ 4• 3x: 5/8"ti AB. @ 12' 1330 ::N:: A 15/32 STR I D.S. 10d 2" STGR(4) 12· SDS1/4"x6" @ 3" 3x: 5/8"0 AB. @ 8" 1740 N: St:iEARWAl.L t::!OIES ; (I) 0.5. INDICATES &1-lEATI-IING ON ONE SIDE OF li-lALL A5 5~ ON FLANS. D.5. INDICATES DOJ6LE SIDED SI-IEARWALL: 51-1EATl41NG ON 60TI-I 51DE5 OF li-lALL. (2) USE COMMON WIRE NAILS FOR ALL 5TRUCT-1 51-!EATHING. ARQ-ilTECT CASTILLO ENGINEERING, INC. ..08 35· 1205 Pine Avenue, Suite 201 Long Beach, CA 90013 ENGR. MC DATE: 10/21/201411:49 ..08 NO. 9-!EET NO . HOLDOWNS HD ALLOWABLE 75% UPLIFT ALLOWABLE REMARKS HDU2 3.075 2.31 4x4 HDU4 4.565 3.42 4x4 HDU5 5.645 4.23 4X4 HDU8 6.970 5.23 4X6 HDU11 9.535 7.15 4X6 HDU14 14 .445 10.83 6X6 1/12/2021 U.S. Seismic Design Maps 36 OSHPD MENDOZA RESIDENCE 1076 Seahorse Ct, Carlsbad, CA 92011, USA Latitude, Longitude: 33.11239270000001, -117 .3057043 Altamira 4 Tennis Club ft and Pickleball Club T u Go gle Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.072 S1 0.387 SMS 1.286 SM1 null -See Section 11.4.8 Sos 0.858 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.473 FPGA 1.2 PGAM 0.568 TL 8 SsRT 1.072 SsUH 1.203 SsD 1.5 S1RT 0.387 S1UH 0.428 S1D 0.6 PGAd 0.563 CRs 0.891 https://seismicmaps.org Ruffled Apron Foods 9 Abelia Ave 9 ti 'iii Cl) BmooBayD,, Seahorse Ct -I ro a, -I ~ <ro Mobile Notary & Loan Signing Agent 2 :.c 3: ~ ~ -<:> g,. Lighthouse Rd ~ 0 Pacific Rim ~ Y Elementary School Description 1/12/2021 , 3:39:14 PM ASCE7-16 II 0-Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Gold Flower RO. Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second} Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Map data ©2021 1/3 ENGR: FG CASTILLO ENGINEERING, INC. 1 205 PINE AVENUE, SUITE 201 L□Nl3 BEACH, CA 908 1 3 DATE : 1/12/2021 SEISMIC BASE SHEAR (ASCE 7-16) Latitude: 34 .116732 Degrees Longitude: -118 .1749 Degrees SITE CLASS : D (Table 20 .3-1) V R 6 .5 (Table 12 .2-1) Fa Ss 1.20 X 1.07 1 .2864 Fv sl 1.70 X 0 .39 0 .6579 (2/3) S MS (2/3)x 1.2864 0 .858 (2/3) SMl (2/3)x 0 .6579 0 .439 Ct h/ 0 .02 X 15 0.75 0 .149 Cs W 0 .01 W [GOVERNS) (11 .4-1) (11.4-2 ) (11.4-3) (11 .4-4) (12 .8-7) JOB : MENDOZA RESIDE~· JOB NO . 20-847 SHEET NO . 0 . 5 S1 I . W R For S1 is equal to or greater than O.6g VMAX V V 0 .5 X 0 .030 w S01 Ie w T R Sos Ie p R 0 .3870 6 .5 X 1.00 W 0 .439 X 1.00 w 0 .149 X 6 .5 w 0 .858 X 1.00 6 .5 0 .172 W [Strength Level] 0 .7 X 0 .172 W 0 .1 2 W [Allowable Stress Design] 0 . 45405 W X 1. 3 w 0 . 132 X 1. 3 w ENGR. FG WEIGHT Wroof Wwall BASE SHEAR V BASE V BASE DATE 1/12/2021 15 psf + 16 psf X CASTILLO ENGINEERING, INC. l 205 PINE A VENUE, SUITE 201 LONG BEACH, CA 90B l 3 JOB 38 MENDOZA RESIDEN< JOB NO. 20-847 SHEET NO. SEISMIC ANALYSIS 8 .0 psf ) 10 ft / 2 X X 948 .23 1 44 .9 ft"2 f t 2 1. 8 kips 11 . 6 k ips W2 33 . 4 kips 0 . 12 x WTOTAL 0 .12 X 33 .4 4 .04 kips lbs/sq ft (4 .262) PROJECT: MENDOZA RESIDENCE CLIENT: CASTILLO ENGINEERING JOB NO. : 20-847 DATE : 03/31/20 Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2018 / CBC 2019 INPUT DATA Exposure category {B, C or DJ Importance factor Basic wind speed Topographic factor Building height to eave Building height to ridge Building length Building width Effective area of components DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total u ward force ANALYSIS Velocity pressure I = V = Kn = he = hr= L B A B 1.00 110 1 9.5 14.25 45.5 26 280 q" = 0.00256 K,, Kn Ko v' I 18.43 psf where: % = velocity pressure at mean roof height, h. Kh = velocity pressure exposure coefficient evaluated at height, h, K., = wind directionality factor h = mean roof height Design pressures for MWFRS p = q, [(G c., )-(G Cp1)) where: p = pressure in appropriate zone G c. 1 = product of gust effect factor and external pressure coefficient G c., = product of gust effect factor and internal pressure coefficient 0.18 or -0.18 a = width of edge strips, MAX[ MIN(0.1 B, 0.4h), 0.04B,3] Category II mph Flat ft ft ft ft' PAGE: DESIGN BY : JK REVIEW BY : AR 39 {[ ~ 8 I 7.25 kips X 0.6= 4.34 kips X 0.6= 41 ft-kips 17.45 ki s 0.70 0.85 11.88 ft 4.35 kips (ASD) 2.60 kips (ASD) < 60 ft, [Satisfactory] 3.00 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Tors ional Load Cases Roof an~ le o = 20.07 Roof angle o = 0.00 Surface GCpt 1 0.53 2 -0.68 3 -0.48 4 -0.43 1E 0.80 2E -1.06 3E -0.69 4E -0.64 5 -0.45 6 -0.45 X J Transverse Direction Net Pressure with G Cpt Net Pressure with Surface (+GC.,) (-GC.,) (+GC.,) 6.45 13.09 0.40 4.05 -15.92 -9.28 -0.69 -16.03 -12. 16 -5.52 -0.37 -10.14 -11.23 -4.60 -0.29 -8.66 11.41 18.05 0.61 7.93 -22.86 -16.23 -1.07 -23.04 -16.01 -9.38 -0.53 -13.09 -15.09 -8.46 -0.43 -11.24 -11.61 -4.98 -0.45 -11.61 -11.61 -4.98 -0.45 -11.61 Longitudinal Direction Basic Load Coses (-GC.,) 10.69 1T -9.40 2T -3.50 3T -2.03 4T 14.56 -16.40 Surface -6.45 -4.61 1T -4.98 2T -4.98 3T 4T Transverse Direction Roof angle o = 20.07 G Cp t Net Pressure with (+GC.,) (-GC.,> 0.53 1.61 3.27 -0.68 -3.98 -2.32 -0.48 -3.04 -1.38 -0.43 -2.81 -1.15 Roof angle e = 0.00 GCpr Net Pressure with (+GC.,J (-GC.,) 0.40 1.01 2.67 -0.69 -4.01 -2.35 -0.37 -2.53 -0.88 -0.29 -2.17 -0.51 Longitudinal Direction Torsional Load Coses Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Pressure (k) with Surface (ft2) (+GC.,) (-GC•,) 1 375 2.42 4.91 2 547 -8.70 -5.07 3 547 -6.65 -3.02 4 375 -4.22 -1.73 1E 57 0.65 1.03 2E 83 -1 .90 -1 .35 3E 83 -1 .33 -0.78 4E 57 -0.86 -0.48 L Horiz. 7.25 7.25 Vert. -17.45 -9.60 10 psf min. Horiz. 6.48 6.48 Sec. 6. 1.4.1 Vert. -11.83 -11.83 Torsional Load Cases in Transverse Direction Surface Area Pressure /kl with Torsion /ft-kl (ft2) (+GC.,) (-GC.,) (+GC0 ,) 1 159 1.03 2.08 10 2 232 -3.69 -2.15 -13 3 232 -2.82 -1.28 10 4 159 -1 .79 -0.73 18 1E 57 0.65 1.03 13 2E 83 -1 .90 -1 .35 -13 3E 83 -1 .33 -0.78 9 4E 57 -0.86 -0.48 17 1T 216 0.35 0.71 --4 2T 315 -1.25 -0.73 5 3T 315 -0.96 -0.43 --4 4T 216 -0.61 -0.25 -7 Total Horiz. Torsional Load, Mr 41 Design pressures for components and cladding P = Qh[ (G C0) -(G C~)] where: p = pressure on component Pmin = 10 psf (Sec. 6.1.4.2, pg 21) G c. = external pressure coefficient. see table below (-GC0,) 21 -7 4 7 20 -9 5 10 -8 3 -2 -3 41 Surface 1 2 3 4 1E 2E 3E 4E L 10 psf min. Sec. 6.1.4.1 I Effective Zone 1 Zone 2 I Area(tr) Comp. 280 Comp. & Cladding Pressure { psf) GCp I -GCp GCp I -GCp 0.30 I -0.80 0.30 I -1.20 Zone 1 Zone 2 Positive Negative Positive Negative 10.00 -18.06 10.00 -25.43 Area Pressure /kl with (ft') (+GC0.) (-GC.,) 245 0.99 2.62 484 -7.77 --4.55 484 --4.91 -1,70 245 -2.12 -0.50 64 0.50 0.93 145 -3.35 -2.38 145 -1 .90 -0.94 64 -0.71 -0.29 Horiz. 4.34 4.34 Vert. -16.84 -8.99 Horiz. 3.09 3.09 Vert. -11 .83 -11 .83 Torsional Load Cases in Longitudinal Direction Surface Area Pressure kl with Torsion {ft-k) (ft2) (+GC01) (-GC.,) (+GC.,) (-GC0,) 1 91 0.37 0.97 1 3 2 339 -5.44 -3.19 21 12 3 339 -3.44 -1.19 -13 -5 4 91 -0.79 -0.18 3 1 1E 64 0.50 0.93 5 9 2E 145 -3.35 -2.38 13 9 3E 145 -1.90 -0.94 -7 --4 4E 64 -0.71 -0.29 7 3 1T 154 0.16 0.41 -1 -3 2T 484 -1.94 -1 .14 -15 -9 3T 484 -1.23 -0.42 10 3 4T 154 -0.33 -0.08 -2 0 Total Horiz. Torsional Load, Mr 20.9 20.9 Walls Roof o,,. Roof o,,. Zone 3 Zone4 Zone 5 GCp I -GCe GCp I -GCp GCp I -GCp 0.30 I -2.00 0.74 I -0.84 0.74 I -0.89 Zone 3 Zone 4 Zone 5 Positive Negatlve Positive Negative Positive Negative 10.00 --40. 18 17.04 -18.88 17.04 -19.70 40 Y4 x, r-¥ r Y1 X2 .,, J[ .. ~ . .,, l[ X3 = ·rl • X4.1 Y3 Y2 I ~ Y2.3 ·] ~., ... ] 7 Y2.1 • = X4.2 X4 SHEARWALL KEY PLAN 41 42 ~ I1.6K I ~ 1-0&~ -- l1.6K I ;:, I OS j,<._ )( ,~ -4-•, )t.Z ~ CA-s) c~ 1,.,) I• 2-~ ( ,4.3) ( )151) -- =-( ,4.3) ( .Lt>t) ~ (Jt._y { ~ Scanned with CamScanner ARCHITECT ENGR MC DATE: TAG: Xl FORCE : Fl= SHEAR STRESS Xl Ll= L2= L3= L4= Ltotal= OVERTURNING January 13, 2021 2. 67 ft), 0 .70 kips 2 .67 ft 0 .00 ft 0 .00 ft 0 .00 ft 2 .67 ft WALL : Xl height= 9 . 00 ft MOT= ROOF : WALL : 0 .70 Unit load 15 10 psf psf MR= 0 .176 x T= 6.3 Tallow= 3.08 kips X X X 2 . 67 2 . 67 Tributary 6 9 0 . 48 X 2 . 67 OK CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach, CA 90804 43 JOB MENDOZA RESIDENCE ' • JOB NO 20-847 SHEET NO SHEARWALL CALCULATIONS 0. 00 ft), X 9 ft ft w 0.63 0.63 0 . 00 ft), SEISMIC GOVERNS Load Comb . SDS v= 700 lbs 86 90 176 k-ft 2.25 -------2 . 67 ft 6.3 plf plf plf kips k-ft 0. 00 ft) (0.6-.14S0S) D + E 0.86 262 plf h/w= 3 .37 2w/h f actor• 0 .83 Vallow= 340 X O, 83 282 PLF ""ITYPE A SHEARWALL I USE,I 4 x4 POST w/ HOU2 H,D: ARCl-ilTECT ENGR. MC DATE. TAG : X2 FORCE : Fl= SHEAR STRESS X2 Ll= 12= 13= 14= Ltotal= OVERTURNING WALL: X2 January 13, 2021 11 . 33 f t), 1.60 kips 11. 33 ft 0.00 ft 0.00 ft 0.00 ft 11. 33 ft height= 9 . 00 ft MOT= 1. 60 X 11. 33 ROOF: WALL : MR= Unit load 15 10 0 .110 T= 14 . 4 psf psf X Tallow= 3.08 kips X X 11 .33 Tr-ibutary 1 9 11. 33 A2/2 0.48 11 . 33 OK X ft ft w 7 .06 CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach, CA 90804 44 JOB MENDOZA RESIDENCE JOB NO 20-847 SHEET NO SHEARWALL CALCULATIONS 0. 00 ft), X 9 7 .06 0. 00 f t), SEISMI C GOVERNS Load Comb. sos v= 1600 lbs 11. 33 ft 20 90 14.4 plf plf k-ft 110 plf k-ft 0.97 kips 0. 00 f t ) (0 .6-.14S0S) D + E 0 . 66 1 41 plf h/w= 0 .79 OK Vallow= 340 PLF '~'j,YPE A USE,I 4 X 4 POST w/ SHEARWALL I HDU2 H D: 45 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd , Pleasanton, CA 94588. www.strongtie.com Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: X3 Application: Standard Wall on Concrete Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 1600 lbs Selected Strong-Wall® Panel Solution: Model Type w (in) WSW18x9 Wood 18 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW18x9 1600 Notes: H T (in) (in) 105.25 3.5 Allowable Shear (lbs) s 1920 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts N/A 2 -7/8" Actual/ Actual Drift Allow Drift Limit Shear (in) (in) 0.83 0.36 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load _(lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74 1/2". Disclaimer: Actual Uplift ~) 12030 Ib It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: X3 Application: Standard Wall on Concrete Design Criteria: * Slab on grade -Slab edge * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation WSW-AB Shear reinforcement per detail when 2¼' + H required .. .. • ½W 6" min. for -----W--_.., WSW-AB1 .. .. •· -· . I I I 46 SIMPSON Strong-Tie r -----------~' -------,---~~ , I I I I I I I I I I I I 1 ______ _ j.--½W , ___ _ I I I I I I I ½W w : ½W _______ : ___ ~~-~ ~-v.w-.j Slab-on-Grade Section View Perspective View Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: Model w de s Anchor Bolt Strength r Model w de s Anchor Bolt Strength WSW18x9 29 10 14 WSW-AB7/8 Standard I WSW18x9 24 8 14 WSW-AB7/8 Standard Page 2 of 4 47 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 48 SIMPSON STRONG-TI E COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Sti·ong-Tie 1½° CLR t.. MIN #3HAIRPIN, GRADE 60 REBAR (MIN,) FIELD TIE AND SECURE DURING CONCRETE PlACEMENT, OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT I..A #3 HAIRPIN (#3 TIE SIMILAR), SEE TABLE FOR REQUIRED QUANTITY HAIRPIN INSTALLATION (OAAAOI! CURB IHOWN. OfflV. fOOTIHO TYPfl N• .. AIU 4"MIN \ #3 TIE, GAAOE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT ANCHOR BOLT SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG-WAU. • WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' WINO' L, MINIMUM MINIMUM OR ASD ALLOWABLE SHEAR LOAD, V (lb.)• MODEL SHEAR CURS/ SHEAR CURB/ i.. (In.) REINFORCEMENT STEMWALL REINFORCEMENT STEMWALL WIDTH(ln.) WIDTH(ln.) UNCRACKED l CRACKED WSW12 10Y. (1) #3 HAIRPIN a' SEE NOTE& 6 1,035 I 1•0 WSW18 15 (1) #3 HAIRPIN a• (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF WSW24 19 (2) #3 HAJRPINS .. (1) #3 HAIRPIN 6 THE WSW NOTES, 1. SHEAR ANCHORAGE DESIGNS CONFORM TO AC! 318-11 AND AC! 318-1• AND ASSUME MINIMUM 2,500 PSI CONCRETE, 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WIND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND BAND DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C. 5. WHERE NOTED, MINIMUM CURBISTEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOl TIS USED. 6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD 7. r. GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS. STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 49 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: X4 Application: Standard Wall on Concrete Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 200 lbs Selected Strong-Wall® Panel Solution: Model Type w ~) WSW12x9 Wood 12 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW12x9 200 Notes: H j T (inj (in) 105.25 3.5 Allowable Shear (lbs) ~ 790 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts N/A 2 -7/8" Actual I ' Actual Drift j Allow Drift Limit Shear (in) (in) 0.25 0.1 1 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 74 1/2". Di sclaimer: Actual Uplift (lbs) 2562Ib It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. j Page 1 of 4 SIMPSON ST RONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: X4 Application: Standard Wall on Concrete Design Criteria: * Slab on grade -Slab edge * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Slab-on-Grade Installation WSW-AB Shear reinforcement per detail when 5' min. for required .. .. • WSW-AB'lo ½W ½W- 6' min. for w WSW-AB1 Slab-on-Grade Section View .. . . .. Perspective View .. ,• r -----, I I I I I I I I I I I I I I I 50 SIMPSON Strong-Tie ------~' -------,---~-l---- I I I I I ½W • • • ..:...-..;.t-:..-:..-:._-:._t_-:._-:._-:....i+---1·-w 1 ______ _ f-½w- Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: [ Model w de s Anchor Bolt Strength [ Model w de s Anchor Bolt Strength I WSW12x9 27 9 8.125 WSW-AB7/8 Standard I l WSW12x9 24 8 8.125 WSW-AB7/8 Standard Page 2 of 4 51 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 52 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com SIMPSON Strong-Tie 1½"CLR L,, MIN #3HAIRPIN. GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BO!. T SPACING. ANCHOR BO!. T HAIRPIN SHEAR REINFORCEMENT ANCHOR BOI.T ~ ... HAIRPIN INSTALLATION {ONtAU COfta IHOWN. OTHUI fOOnNO TYPH IMt.M.f #3 TIE, GRADE 60 REBAR (MIN.I FIELD TIE ANO SECURE DURING CONCRETE PLACEMENT. ANCHOR BO!. T TIE SHEAR REINFORCEMENT SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG-WALL• WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' WINO" L, MINIMUM MINIMUM OR ASD ALLOWABLE SHEAR LOAD. V (lb.)• MODEL CURS/ SHEAR CURS/ L,, SHEAR (In.) REINFORCEMENT STEMWALL REINFORCEMENT STEMWALL WIDTH (In.) WIDTH (In.) UNCRACKED I CRACKED WSW12 ,or. (1) #3 HAIRPIN B' SEE NOTE& 6 1.035 I 1•0 WSW18 15 (1) #3 HAIRPIN B' (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES MAXIMUM ALLOWABLE SHEAR LOAD OF WSW2.C 19 (2) #3 HAJRPINS a' (1) #3 HAIRPIN 6 THE WSW NOTES, 1. SHEAR ANCHORAGE DESIGNS CONFORM TO /\Cl 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2.500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EOGE OF CONCRETE). OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWEWNGS IN SDC C MAY use WIND ANCHORAGE SOLUTIONS. •· WIND INCLUDES SEISMIC DESIGN CATEGORY AAND BAND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. WHERE NOTED, MINIMUM CURBISTEMWALL WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BO!. TIS USED. 6. USE (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 7. #4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOI.UTIONS. STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 53 ARCHITECT JOB MENDOZA RESIDENCE CASTILLO ENGINEERING, INC. 1327 Loma Avenue ENGR MC DATE· January 12, 2021 Lona Beach, CA 90804 JOB NO 20-8-47 SHEET NO SHEARWALL CALCULATIONS TAG : Yl.l 4.25 ft), Yl.2 4 .08 ft), 0 .00 ft), 0. 00 ft) FQRCE ; SEISMIC GOVERNS Fl= 1. 95 kips Load Comb . (0 . 6-. 14SDS) D + E SDS 0 .86 SHEAR STRESS Yl. l Ll= 4 . 25 f t v= 1950 lbs 234 plf Yl.2 L2= 4 .08 ft 8 .33 ft L3= 0 .00 ft L4= 0 .00 ft Ltotal= 8 .33 ft QVERTURNING WALL : Yl .1 height= 9. 00 ft MOT= 1. 95 X 4.25 X 9 9 .0 k-ft 8.33 Unit load Tributary ROOF: 15 psf X 6 f t 94 plf h/w= 2.12 2w/h factor• 0 .99 WALL: 10 psf X 9 ft 90 12H w 184 plf Vallow= 340 X 0 .99 335 PLF MR= 0.184 X 4 .25 A2/2 1. 66 k-ft "'"ITYPE A I SHEARWALL T= 9.0 0 . 48 X 1. 66 1. 92 kips 4.25 Tallow= 3 .08 kips OK USE I 4 X 4 POST w/ HDU2 HD: WALL : Yl.2 height= 9 . 00 ft MOT= 1. 95 X 4.08 X 9 8.60 k-ft 8 .33 Unit load Tributary ROOF: 15 psf X 6 ft 94 plf h/w= 2.21 2w/h factor• 0 , 97 WALL: 10 psf X 9 ft 90 plf w 184 plf Vall ow= 340 X 0.97 331 PLF MR= 0 .184 X 4.08 A2/2 1.53 k-ft ""'ITYPE A I SHEARWALL T= 8 .60 0 .48 X 1. 53 1 .93 kips 4.08 Tallow= 3.08 kips OK USE,I 4 X 4 POST w/ HDU2 H D: 54 ARCMTECT JOB MENDOZA RESIDENCE CASTILLO ENGINEERING, INC. 1327 Loma Avenue ENGR MC DATE: January 12. 2021 Long Beach, CA 90804 JOB NO 20-8"7 SHEET NO SHEARWALL CALCULATIONS TAG: Y2 .1 4 .17 ft) , Y2,2 6.25 ft), Y2.3 7 . 00 ft), 0 .00 ft) FQRCE; SEISMIC GOVERNS Fl= 1. 95 kips Load Comb . (0 .6-.14S0S) D + E sos 0 . 86 SHEAR STRESS Y2 .1 Ll= 4.17 ft v= 1950 lbs 112 plf Y2 .2 L2= 6.25 ft 17. 42 ft Y2 .3 L3= 7.00 ft L4= 0.00 ft Ltotal= 17 .42 ft OVERTURNING WALL : Y2 .l hei ght= 9. 00 ft MOT= 1. 95 X 4.17 X 9 4.2 k-ft 17.42 Unit load Tributary ROOF : 15 psf X 6 ft 94 plf h/w= 2.16 2w/h factor• 0 .98 WALL : 10 psf X 9 ft 90 Elf w 184 plf Vallow= 340 X 0 .98 333 PLF MR= 0 .184 X 4. 17 A2/2 1. 60 k-ft "'"ITYPE A I SHEARWALL T= 4 .2 0.48 X 1. 60 0.82 kips 4.17 Tallow= 3.08 kips OK ... 1 4 X 4 POST w/ HDU2 HD: WALL : Y2.2 height= 9 . 00 ft MOT= 1. 95 X 6 .25 X 9 6.30 k-ft 17 .42 Unit load Tributary ROOF: 15 psf X 6 ft 94 plf h/w= 1 .44 OK WALL: 10 psf X 9 ft 90 Elf w 184 plf Vallow= 340 PLF MR= 0.184 X 6 .25 A2/2 3.59 k-ft -~'ITYPE A I SHEARWALL T= 6 .30 0 .48 X 3.59 0.73 kips 6 .25 Tallow= 3.08 kips OK ... 1 4 x4 POST w/ HDU2 HD: ARCHITECT ENGR MC DATE January 12, 2021 WALL : Y2.3 height:= 9. 00 ft MOT= 1. 95 X 7.00 17.42 Unit load Tributary ROOF: 15 psf X 1 WALL: 10 psf X 8 MR= 0. 100 X 7 .00 ~212 T= 7 .1 0 . 48 X 7 .00 Tallow= 3.08 ki ps OK X ft ft w 2.45 2 .45 CASTILLO ENGINEERING, INC. 1855 Coronado Avenue, Suite A Signal Hill, CA 90755 9 7.1 k-ft 20 plf 80 e1t 100 plf k-ft 0.84 kips 55 JOB MENDOZA RESIDENCE JOB NO. 20-647 SHEET NO. h/w= 1. 29 OK Vallow= 340 PLF "'"ITYPE A SHEARWALL I USE I 4 X 4 POST w/ HDU2 HD: ARCHiTECT , ENGR MC DATE: January 12, 2021 TAG: Y3 4 . 33 ft), FORCE: Fl= SHEAR STRESS Y3 Ll= 12= 13= L4= Ltotal= OVERTURNING WALL : Y3 MOT= 0 . 20 ROOF: WALL: Unit. load 15 10 psf psf MR= 0 .176 x T= 1. 8 Tallow= 3.08 kips 0 .20 4 .33 0 .00 0 .00 0 .00 4 .33 kips ft f t ft ft ft height= 9 .00 ft X X X 4 .33 4 .33 Tributary 6 9 0 .48 X 4 .33 OK CASTILLO ENGINEERING, INC. 1327 Loma Avenue Long Beach, CA 90804 SHEARWALL CALCULATIONS 56 JOB MENDOZA RESIDENCE JOB NO 20-847 SHEET NO 0 .00 ft), 0. 00 ft), 0.00 ft) X 9 ft ft w 1 .65 1. 65 SEISMIC GOVERNS Load Comb. (0.6-.14SDS) D + E SDS : 0.86 v= 200 lbs 86 90 176 k-ft 0.23 -------4 .33 ft 1. 8 plf plf plf kips k-ft 46 plf h/w= 2 . 08 2w/h factor• 0 . 99 Vallow= 340 x 0 .99 337 PLF ·~ ITYP~ ... ,I •.• A SHEARWALL I POST w/ HDU2 H .D: 57 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Job Name: MENDOZA RESIDENCE Wall Name: Y4 Application: Standard Wall on Concrete Design Criteria: * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 530 lbs Selected Strong-Wall® Panel Solution: [ Model Type w (in) WSW12x9 Wood 12 Actual Shear & Drift Distribution: Actual Model Shear (lbs) WSW12x9 530 Notes: H T (l_rl) (in) 105.25 3.5 Allowable Shear (lbs) $ 790 OK 1. Strong-Wall Wood Shearwalls have been evaluated to the 2018 IBC/IRC. See www.strongtie.com for additional design and installation information. End Sill Anchor Anchor Bolts NIA 2 -7/8" Actual I Actual Drift Allow Drift Limit Shear (in) (in) 0.67 0.29 0.47 2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. Total Axial Load (lbs) 100 3. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided by two. 4. Panels may be trimmed to a minimum height of 7 4 1 /2". Disclaimer: Actual Uplift (lbs) 6871 lb It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 4 SIMPSON STRONG-TI E COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: MENDOZA RESIDENCE Wall Name: Y4 Applicati on: Standard Wall on Concrete Design Criteri a: * Slab on grade -Slab edge * 2018 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor So lution Details: Slab-on-Grade Installation WSW-AB l s· min. for WSW-AB ¼ ½W ½W- 6' min. for 14-----w ----1~ WSW-AB1 Slab-on-Grade Section View ... 4• • .. .... • " ~-~--~---· ... Perspective View I I I 58 SIMPSON Strong-Tie -------L-------,---~~ • , ___ _ I I I I I ½W • +---~--+---I I I w : ½W _______ : ____ i __ Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: r Model w de S Anchor Bolt Strength Model W [ de S Anchor Bolt Strength l WSW12x9 27 9 8.125 WSW-AB7/8 Standard WSW12x9 24 8 8.125 WSW-AB7/8 Standard Page 2 of 4 59 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie Notes: 1. Anchorage designs conform to ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for cracked and uncracked concrete as noted. 2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36) or High Strength (HS)(ASTM A449). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section D.3.3.4.3 and ACI 318-14 section 17.2.3.4.3 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 3 of 4 60 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 SIMPSON 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong-Tie 1½"CLR 1., MIN "3HAIRPIN, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE Pt.t.CEMENT. OVERLAP VARIES WITH BOLT SPACING. ANCHOR BOLT HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT Ii..,. #3 HAJRPIN (#3 TIE SIMILAR). SEE TABLE FOR REOVIRED QUANTITY HAIRPIN INSTALLATION 'GAIIAGE CURS IMOWM. Ont[R fOOTINO TVH:I IMVJt.J \. #3 TIE, GRADE 60 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE Pt.t.CEMENT. ANCHOR BOLT TIE SHEAR REINFORCEMENT ANCHOR BOLT SECTION A-A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STRONG•WALL • WOOD SHEARWALL SHEAR ANCHORAGE SEISMIC' WINO" L, MINIMUM MINIMUM OR ASD ALLOWABLE SHEAR LOAD. V (lb.) 6 MODEL SHE.AR CURB/ SHEAR CURB/ i.. fin.) REINFORCEMENT STEMWALL REINFORCEMENT STEMWAI.L WIDTH (In.) WIDTH (In.) UNCRACKED l CRACKED WSW12 ,or. (1) #3 HAIRPIN e' SEE NOTE6 6 1,035 I 1•0 WSW18 15 (1) #3 HAJRPIN e' (1) #3 HAIRPIN 6 HAIRPIN REINFORCEMENT ACHIEVES a• MAXIMUM ALLOWABLE SHEAR LOAD OF WSW24 19 (2) #3 HAIRPINS (1) •J HAJRPIN 6 THE WSW NOTES, 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-11 AND ACI 318-1' AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3, SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WIND ANCHORAGE SOLUTIONS. •· WINO INCLUDES SEISMIC DESIGN CATEGORY AAND BAND DETACHED 1 ANO 2 FAMILY DWEUINGS IN SOC C. 5. WHERE NOTED, MINIMUM CUR81$TEMWAU WIDTH IS 6 INCHES WHEN STANDARD STRENGTH ANCHOR BOLT IS USED. 6. use (1) #3 TIE FOR WSW12 WHEN PANEL DESIGN SHE.AR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD 7. _. GRADE .0 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSW SHEAR ANCHORAGE SOLUTIONS STRONG-WALL® WSW SHEAR ANCHORAGE SCHEDULE AND DETAILS Page 4 of 4 Limited Geotechnical Investigation Report Proposed Accessory Dwelling Unit Construction 1076 Seahorse Court Carlsbad, California 92011 Terradyne Project No.: L201034 Terra . ne Engineering, Inc. 2691 /JowAvenue, Suite F, Tustin, CA 92780 Office: 657-212-58(}() • Website: wwmterra<{vne.com CITY~ June 29, 2020 June 29, 2020 OBJEKT Studio NADER GHASSEMLOU Assoc. AIA 4746 Blackthome Ave. Long Beach, CA. 90808 www.objektstudio.com Email: nader@objektstudio.com Re: Limited Geotechnical Investigation Proposed ADU Construction at: 1076 Seahorse Court Carlsbad, CA 92011 Terradyne Project No.: L20 I 034 Dear Mr. Ghassemlou: Terradyne Engineering, Inc. 2691 Dow Avenue, Suite F Tustin, CA 92780 Office: 657-2 I 2-58(}(} www.terradyne.com In accordance with your request, Terradyne Engineering, Inc. has performed a limited geotechnical investigation at the subject site. The purpose of our investigation was to evaluate the geotechnical conditions at the site in the areas of proposed new ADU construction and to provide geotechnical parameters for design and construction. Based on our investigation, it is our opinion that the proposed construction is feasible from the geotechnical standpoint provided the recommendations contained herein are incorporated into the project plans and specifications. This report should be reviewed in detail prior to proceeding further with the planned development. We appreciate and wish to thank you for the opportunity to serve you on this project. Please do not hesitate to contact us ifwe can be of additional assistance during the Construction Materials Testing and Quality Control phases of construction. Respectfully Submitted, Terradyne Engineering, I erry L. ichal P.E., G.E. Senior Project Engineer/ G.E. 2515 Registration Exp. Date: March 31, 2022 PG,CE Ce ering Geologist/ Re n xp. Date: 5/31/2021 Geotechnica/ Engineering • Em•ironmental Engineering• Con.<truction Material Testing• Civil Site /)esign Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 TABLE OF CONTENTS L201034 6/29/2020 Page EXECUTIVE SUMMARY ......................................................................................................................... iv 1.0 INTRODUCTION ........................................................................................................................... I 2.0 PROPOSED CONSTRUCTION ...................................................................................................... I 3.0 PURPOSE AND SCOPE OF SERVICES ......................................................................................... I 4.0 SITE DESCRIPTION ....................................................................................................................... 2 5.0 GEOTECHNICAL INVESTIGATION ........................................................................................... 2 5.1 Site Geology ..................................................................................................................................... 2 5.3 Field Exploration ............................................................................................................................. 3 5 .4 General Subsurface Conditions ........................................................................................................ 3 5 .4 Regional Groundwater ..................................................................................................................... 4 5.5 Laboratory Testing Program ............................................................................................................ 4 5.6 Soil Characteristics .......................................................................................................................... 5 5.6.1 Moisture Content/ In-Situ Density .................................................................................................... 5 5.6.2 Maximum Dry Density/Optimum Moisture Content.. ..................................................................... 5 5.6.3 Grain Size Distribution Analysis ..................................................................................................... 5 5.6.4 Expansion Potential ......................................................................................................................... 5 5.6.5 Corrosion Potential Assessment ...................................................................................................... 6 6.0 FAULTING AND SEISMICITY ...................................................................................................... 7 6.1 Seismic Design Parameters .............................................................................................................. 8 7.0 FOUNDATION AND SLAB DESIGN RECOMMENDATIONS .................................................... 9 7.1 General ............................................................................................................................................. 9 7.2 Foundation Design ............................................................................................................................ 9 7.3 Foundation Installation .................................................................................................................... 11 7.4 Settlement ....................................................................................................................................... 11 7 .5 Slab on Grade .................................................................................................................................. 11 7 .6 Passive Earth Pressure ..................................................................................................................... 12 7. 7. Lateral Earth Pressures and Resistance .......................................................................................... 1 3 8.0 CONSTRUCTION GUIDELINES ................................................................................................. 14 8.1 Construction Monitoring ................................................................................................................ 14 8.2 Site Preparation .............................................................................................................................. 14 8.3 Removal of Unsuitable Soils ......................................................................................................... 15 8.4 Fill Placement and Compaction ..................................................................................................... 15 8.5 Temporary Excavations and Backfill ............................................................................................. 15 8.6 Temporary Drainage Measures ...................................................................................................... 16 8. 7 Groundwater Seepage .................................................................................................................... 16 8.8 Control Testing and Field Observation .......................................................................................... 16 9.0 SITE DRAINAGE AND MAINTENANCE ................................................................................... 17 9.1 Trench Backfill .............................................................................................................................. 17 10.0 REVIEW AND SERVICES ........................................................................................................... 17 IO.I Shoring (if proposed) ...................................................................................................................... 18 10.2 Plan Review .................................................................................................................................... 18 I 0.3 Additional Geotechnical Services .................................................................................................... 18 11.0 LIMITATIONS .............................................................................................................................. 18 [ ii] Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 9201 l APPENDIX A Figure A -Vicinity Map Figure B -Approximate Boring Location Map Figure C -Regional Geologic Map Figure D -Regional Topographic Map Figure E -Seismic Hazard Information APPENDIXB Excavation Logs Key to Classification Terms and Symbols APPENDIXC Laboratory Tests APPENDIXD Proposed Construction [iii] L201034 6/29/2020 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 EXECUTIVE SUMMARY £201034 6/29/2020 The soil conditions at the site of the proposed new accessory dwelling unit construction I 076 Seahorse Court, Carlsbad, California 92011, were explored by excavating two (2) exploratory test pits to a maximum depth of2-foot below existing grade where we encountered refusal to excavate on very dense bedrock. Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil strata encountered in our test pit. This report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on data obtained from field investigations, laboratory test results and our previous experience with similar sites. o Based on our website research at California Geological Survey (COS) and Draft Program Environmental Impact Report for the Carlsbad General Plan Update, the seismic hazard information pertaining to the subject site as follows: I. This parcel (2145-304-100) is not within an Earthquake Fault Zone 2. This parcel (2145-304-100) is not within a Liquefaction Zone 3. This parcel (2145-304-100) is not within a Landslide Zone o Based on a review of the existing geologic information, no major surface fault crosses through or extends toward the site. The potential for surface rupture resulting from the movement of nearby major faults is not known with certainty but is considered low since no fault is known to cross the site. o Based on the plans provided to us the proposed accessory dwelling unit (ADU) is proposed to be constructed at the east of the property, over a relatively flat area. o Foundation support for the new Accessory Dwelling Unit (ADU) could be derived by utilizing a shallow conventional continuous or spread foundation system embedded within the shallow very dense bedrock. A vertical foundation pressure of 3,000 psf may be used for foundation bearing on competent very dense bedrock material. A vertical foundation pressure of2,000 psfmay be used for foundation bearing on future fill certified compacted to 92 percent relative compaction based on ASTM D1557. For the design of the structure, modulus ofsubgrade reaction (kl) of250 psi/in is recommended. A coefficient of friction of0.35 of dead load is recommended. An allowable passive earth pressure of200 psfper foot of depth may be used for foundation poured on compacted in-situ soil. [iv] Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 o The upper 18-inch of all subgrades including miscellaneous appurtenances improvement should be removed, moisture conditioned, replaced and re-compacted to minimum 92 percent of maximum dry density. Fill soil (if encountered) should be removed and replaced with certified fill compacted to minimum of 92 percent of maximum dry density for that soil, or 95 percent of the maximum dry density for granular soils (having less than 15% smaller than 0.005 mm). Fill should be compacted at a moisture content at or near optimum moisture content. o Groundwater was not encountered during our field investigation on June 4, 2020. Review of the available references suggest that the historic groundwater elevation at the site may be deeper than 4 feet below existing site elevations. Groundwater levels will fluctuate with seasonal climatic variations and changes in the land use. o Terradyne Engineering Inc. should be provided the opportunity to review the proposed foundation plans to assess their compliance with the recommendations of this report. The plans should be prepared in accordance with the California Building Codes. Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. [v] Proposed ADU Construction at: L201034 1076 Seahorse Court, Carlsbad, California 92011 6/29/2020 1.0 INTRODUCTION Per the request of the client, Terradyne Engineering, Inc. (Terradyne) has prepared this Limited Soils Engineering Report to evaluate the currently proposed onsite construction of a new accessory dwelling unit (ADU) addition at the subject property. This Report has been completed in order to provide soils engineering findings and recommendations pertaining to the currently proposed subject site improvements. 2.0 PROPOSED CONSTRUCTION Based on the information provided, we understand that the proposed construction consists of a new independent accessory dwelling unit (ADU), at the east yard over a flat area at I 076 Seahorse Court in the City of Carlsbad, California. The structure will derive foundation support from deepened spread foundations bearing into the underlying bedrock or properly compacted fill. 3.0 PURPOSE AND SCOPE OF SERVICES The purpose of our geotechnical investigation was to evaluate the subsurface soil and groundwater conditions of the site and provide geotechnical engineering recommendations for the design and construction of the proposed residence. Our scope of services includes the following: I) Drilling and sampling of two (2) exploratory test pits to a refusal depth of 2.0-foot in the project area 2) Observation of the groundwater conditions during drilling operations 3) Performing laboratory tests 4) Review and evaluation of field and laboratory tests 5) Compilation, generalization and analysis of the field and laboratory data according to the project requirements 6) Preparation of recommendations for the design and construction of the structure 7) Consultations with Prime Professionals and members of the design team on findings and recommendations and the preparation of a written geotechnical engineering report for the use in the preparation of design and construction documents The Scope of Services does not include an environmental assessment of the presence or absence of wetlands and/or hazardous or toxic materials in the soil, surface water, groundwater, or air, in the proximity of this site. Any statements in this report or on the boring log regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 4.0 SITE DESCRIPTION LZ0/034 6/29/2020 The area of study consists of the rear backyard at 1076 Seahorse Court, Carlsbad, California. The area for the proposed ADU construction consists of an approximately 820 square feet, generally flat area currently used as a landscape area. The site is presently occupied by a two-level single- family residence that is bounded to the west, north and southwest by single-family residences, to the southeast by Seahorse Court and to the east by a landscape area. The subject property is approximately situated at 33.112193° north latitude and 117.305834° west longitude (Google Earth Pro®, 2020). Review of the United States Geological Survey (USGS), 2017 edition, 7.5' Minute Topographic Map of the Encinitas Quadrangle, San Diego County, California, Scale I :24,000, indicates that the subject site ranges in elevation approximately + 161.31 feet above mean sea level. The purpose of the investigation was to determine the nature of the soils underlying the proposed development to ascertain their engineering properties and provide criteria for design and construction of the proposed new accessory dwelling unit construction. 5.0 GEOTECHNICAL INVESTIGATION 5.1 Site Geology Review of the available reference (Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California: California Geological Survey, Regional Geologic Map No. 2, scale I: I 00,000) indicates that the subject site is underlain by Old Paralic Deposits (Units 2-4) which are late to middle Pleistocene in age. This formation is described as Poorly sorted, moderately permeable reddish brown, interfingered strandline, beach, estuarine and colluvial deposits composed of siltstone, sandstone and conglomerate. These deposits rest on the now emergent wave cut abrasion platform preserved by regional uplift. Field exploration indicates that the subject site rests on sandstone facies of this unit. 5.2 Regional Geological Setting The site is located in the Peninsular Ranges Geological Province of California (California Geological Survey, 2012 Note 36). This geologic province is described as a series of ranges is separated by northwest trending valleys, subparallel to faults branching from the San Andreas Fault. The trend of topography is similar to the Coast Ranges, but the geology is more like the Sierra Nevada, with granitic rock intruding the older metamorphic rocks. The Peninsular Ranges 2 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 9201 I L201034 6/29/2020 extend into Lower California and are bound on the east by the Colorado Desert. The Los Angeles Basin and the island group (Santa Catalina, Santa Barbara, and the distinctly terraced San Clemente and San Nicolas island), together with the surrounding continental shelf ( cut by deep submarine fault troughs), are included in this province. The subject site lies in the southwest section of this geomorphic province, 5.3 Field Exploration No faults are known to traverse the site and our site reconnaissance and reference review did not indicate the presence of faulting at the site, thus it is not considered susceptible to surface rupture as a result of on-site faulting. The probability of soil cracking caused by shaking from close or distant fault sources is also considered to be low. It should be noted that much of Southern California, including the San Diego County are characterized by a series of Quaternary-age fault zones, which typically consist of several individual, echelon faults that generally strike in a northerly to north- westerly direction. Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California Division of Mines and Geology ( currently California Geological Survey). Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years), while potentially active faults zones have demonstrated movement during the Pleistocene Epoch (11,000 to Million years before the present) but no movement during Holocene time. 5.4 General Subsurface Conditions Review of the available references (Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.I., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California: California Geological Survey, Regional Geologic Map No. 2, scale I :100,000), indicates that the subject site is underlain by the Old Paralic Deposits, Undivided (late to middle Pleistocene). This formation is described as light reddish-brown fine to medium grained, moderately well indurated massive sandstone. The soils underlying the site were noted to consist mainly of fill mantling the natural soils that below is a description of the encountered soils from youngest to oldest): Fill: The area of study was noted to be mantled by a layer of fill soils, that extended from the surface to maximum depth of approximately 8 to 12 -inches below existing surface elevations in the vicinity of our exploratory excavations. This material was noted to generally consist of dark brown to black clay; this material was observed to range from medium stiff to very stiff at depth. 3 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L101034 6/29/2020 Formation: Underlying the fill material, we encountered bedrock. As noted above, the area of the subject site is mapped as being underlain by Old Paralic Deposits (Qop ). The encountered formational soils were noted to generally consist of a light reddish-brown clayey sandstone. This material observed to be very dense (well cemented and hard) and moist. This material was noted to extend beyond the bottoms of our exploratory excavation. We encountered refusal to excavate at a depth of 18 and 31-inches. Table 2 below (following page), presents the main soils stratum encountered during our field exploration and the approximate depth range of each strata. Table 2 Stratum Depth Range (ft.) Remarks Fill (at) 0.0 -8 -inches Old Paralic Deposits (Qop) 8-31+ inches No Groundwater Encountered The above description generally highlights the major soil stratification features and soil characteristics. The boring log should be consulted for specific information at the boring location. 5.4 Regional Groundwater Based on our review of the USGS National Water Information System: Web Interface, the historic high groundwater has not been mapped in the vicinity of the subject site. Within the subject property, groundwater was not encountered during the geotechnical investigation conducted on June 4, 2020. It should be noted that variations in subsurface water (including perched water zones and seepage) may result from fluctuations in the ground surface topography, subsurface stratification, precipitation, irrigation and other factors that may not have been evident at the time of our subsurface exploration. 5.5 Laboratory Testing Program In addition to field exploration, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of the subsurface materials that are necessary to evaluate the soil parameters. These tests include: I) Moisture Content & Density (ASTM D2216 & ASTM D2937) 2) Grain Size Distribution (ASTM D422) 3) Resistivity A WW A 2510 Electrical Conductivity 4 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 4) Chloride ASTM 057, AWWA 4500-CI 5) Water Soluble Sulfate in Soil ASTM D1428, D516 L201034 6/29/2020 6) Laboratory Compaction Characteristics of Using Modified Effort (ASTM D1557) 5.6 Soil Characteristics 5.6.1 Moisture Content/ In-Situ Density The relationship between the moisture and density of undisturbed soil samples give qualitative information regarding the in-place soil strength characteristics and soil conditions, Results of our in-place moisture and density testing are presented on boring logs, (Appendix B), The in-place moisture contents of the samples obtained from the upper 2,0 feet of soils in the vicinity of the proposed ADU at the subject site, were observed to be 8.5 and 13.0 percent. Our Laboratory moisture test results indicate that the tested onsite soils that yielded field dry densities of 100.2 -I 02.5 pcf and moisture contents of 8.5 -13.0 percent for the fill soils (af). 5.6.2 Maximum Dry Density/Optimum Moisture Content Maximum dry density was determined to be 119.6 pcfwith an optimum moisture content of I 1.5 percent. These results indicate a variability of moisture content of the upper soils throughout the site. 5.6.3 Grain Size Distribution Analysis Representative samples of the subsurface materials were subjected to mechanical gram-size analysis by wet-sieving with U.S. Standard brass screens. The percent passing the 200 sieve is presented in Appendix B (Laboratory Testing Results). 5.6.4 Expansion Potential Expansive soils change in volume with change in moisture content. Shrinking and swelling of the clays can cause heaving and cracking on retaining wall, slab-on-grade and structures founded on shallow foundations. We did not test for expansivity, the onsite fill and natural formation deposits soils are mainly described as sand and silty sand. The sample obtained from 0-2 feet yielded approximately 81 percent of sand and approximately 19 percent passing the #200 sieve, our experience with these types of soils suggest that these soils will have a low to very low expansion potential. We recommend that an expansion test be performed on a representative sample if significant signs of clays are encountered. Terradyne may provide additional recommendations if expansive soils are encountered during grading construction. 5 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L101034 6/29/2020 significant signs of clays are encountered. Terradyne may provide additional recommendations if expansive soils are encountered during grading construction. 5.6.5 Corrosion Potential Assessment A near surface soil sample was tested to measure pH, soluble sulfate, soluble chloride and resistivity of the soil. The results are presented on Table 3. Table 3 Sample Location/ pH Soluble Sulfate Soluble Chloride Soil Resistivity Depth, (ft) (PPM) (PPM) (Ohm-cm) TP-1/0 -2.0' 7.4 350 200 2,900 Sulfate Content A representative near-surface soil sample was tested during our investigation for soluble sulfate content. The result of this test indicates a soluble sulfate content of approximately 350 ppm by weight or negligible sulfate exposure. As such, the soils exposed are not expected to pose a potential for sulfate reaction with concrete. Per ACI 318-14 Table 19.3.1.1 the requirement of Exposure Category (S) and Class (SO) is applicable and there is no restriction on selection of cement type. The sulfate exposure is negligible. Resistivity, Chloride and pH Soil corrosivity to ferrous metals can be estimated by the soil's pH level, electrical resistivity, and chloride content. As a screening for potentially corrosive soil, a representative soil sample was tested during our investigation to determine soil resistivity, chloride content, and pH level. In general, soils are considered deleterious to foundation elements when the pH is less than 5.5 and considered to be corrosive and deleterious to metals. A pH of 7 is considered neutral; a pH <7 is considered acidic, a pH > 7 is considered to be alkaline. Results of our testing yielded a pH of 7.4 which indicates that the tested soils are slightly alkaline, and that pH is not a significant factor in corrosivity to metals. Soil with a chloride concentration greater than or equal to 500 ppm or more is considered corrosive to ferrous metals. The Chloride content of the sampled soils measured at 6 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 approximately 200ppm, which indicates that Chloride is not a major factor in corrosion to ferrous metals. The soil resistivity measurement of the sample was approximately 2,900 ohm-cm, which indicates that the sampled soils are highly corrosive to ferrous metals. Therefore, the corrosion protection measures are advisable to be considered in the design. It should be noted that Terradyne Engineering Inc. does not practice corrosion engineering and our assessment here should be construed as an aid to the owner or owner's representative. A corrosion specialist should be consulted for any specific design requirement. Concrete Laboratory test indicated that the subject site contains soil sulfate content in the negligible range (i.e., less than 1000 part per million). However, it is recommended that concrete for all construction at the site utilize a widely available Type-II Portland cement with a maximum 0.50 water/cement ratio and should comply with all the requirements of current Code. The minimum compressive strength of concrete shall be a minimum of 2500 psi at 28 days and maximum slump during placement shall be five inches. The minimum concrete cover should be 1.5-inches. Final selection of the appropriate concrete design should be made by the project structural engineer based on the local laws and ordinances and desired level of conservatism. 6.0 FAUL TING AND SEISMICITY Based on a review of the Draft Program Environmental Impact Report for the Carlsbad General Plan Update, the subject property is not within an earthquake zone, a zone of liquefaction nor within a zone for earthquake induced landslide. The available references indicate that the closest mapped active fault is the Oceanside section of the Newport-Inglewood-Rose Canyon Faults system; this fault zone is mapped at approximately 4.25 miles to the west at the closest point. Other known active faults adjacent to the subject site are the Julian section of the Elsinore Fault System which lies 32 miles to the east. Additionally, the Murphy Canyon Fault lies 22 miles to the south. No faults are known to traverse the site and our site reconnaissance and reference review did not indicate the presence of faulting at the site, thus it is not considered susceptible to surface rupture as a result of on-site faulting. The probability of soil cracking caused by shaking from close or distant fault sources is also considered to be low. It should be noted that much of Southern California, including the San Diego area is characterized by a series of Quaternary-age fault zones, which typically consist of several individual, echelon faults that generally strike in a northerly to 7 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 north-westerly direction although some fault in the northern limits of San Diego city area where some of the faults extend in a generally east-west direction, Some of these fault zones (and the individual faults within the zones) are classified as active while others are classified as only potentially active, according to the criteria of the California Division of Mines and Geology (currently California Geological Survey). Active fault zones are those that have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,000 years), while potentially active fault zones have demonstrated movement during the Pleistocene Epoch (11,000 to 2 million years before the present) but no movement during Holocene time. Current geologic literature indicates that the Newport-Inglewood-Rose Canyon fault zone, is the nearest known active fault. The closest fault strand to the site is located approximately 4.25 miles west of the site at the closest point to a fault strand. According to the Official Map of Alquist-Priolo Earthquake Fault Zones of California, by the California Division of Mines and Geology (currently California Geological Survey) (CDMG, 1991) the site IS NOT located an Alquist-Priolo Earthquake Fault Zone map. 6.1 Seismic Design Parameters The principal seismic hazard that could affect the site is ground shaking resulting from an earthquake occurring along several major active or potentially active faults in California. Design of the proposed improvements in accordance with current CBC requirements is intended to reduce the impact of seismic shaking on the proposed improvements. Recommended seismic design acceleration parameters in accordance with the new 2019 California Building Code (CBC) and ASCE 7-16 are presented in Table 4 below. 8 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 Table 4 CBC DESIGN RESPONSE SPECTRUM PARAMETERS Latitude 33.112193 degrees north Longitude -117.305834 degrees west Site Class D -Stiff Soil Risk Category II MCER Ground Motion, Ss (period~0.2s) 1.073 MCER Ground Motion, S,(period~l.Os) 0.387 Site Amplification Factor at 0.2s, F, 1.071 Site Amplification Factor at I .Os, F, 1.913 Site-modified Spectral Acceleration Value, SMs 1.149 Site-modified Spectral Acceleration Value, SM1 0.740 Numeric Seismic Design Value at 0.2s SA, Sos 0.766 Numeric Seismic Design Value at I.Os SA, Srn 0.494 Peak Ground Acceleration, PGA 0.474 g Site Modification Peak Ground Acceleration, PGAM 0.533 g Note: Seismic Design Maps -Seismic Design Maps information is attached in Appendix D. Final selection of the appropriate seismic design coefficients should be made by the structural consultant based on the local laws and ordinances, expected building response, and desired level of conservatism. 7.0 FOUNDATION AND SLAB DESIGN RECOMMENDATIONS 7.1 General Foundations and concrete slabs should be designed in accordance with structural considerations and the following recommendations. These recommendations assume that soils exposed at finish pad grade will have a low potential for expansion. These recommendations may be verified by performing additional expansion tests after grading is completed. Localized areas of higher expansion may be possible. 7.2 Foundation Design All proposed building and non-building improvements that are anticipated to constitute a structural load may be supported by an appropriate foundation system designed by the project structural engineer in accordance with the guidelines of the Uniform Building Code and/or all applicable local building codes. Footings adequately founded in firm properly compacted fill soils should be a minimum 12 inches wide by 18 inches deep for a one-story building structure and 15 inches wide by 24 inches deep for a two-story building or in accordance with the project structural engineer requirements. At these dimensions, footings adequately founded in properly compacted fill soil 9 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 9201 I L101034 6/29/2020 may be designed for an allowable soil bearing value of2000 pounds per square foot. For footings founded in very dense formational soils (bedrock) should be a minimum 12 inches wide by 12 inches deep for a one-story building structure and 12 inches wide by 18 inches deep for a two- story building or in accordance with the project structural engineer requirements. At these dimensions, footings adequately founded in very dense formational soils (bedrock), may be designed for an allowable soil bearing value of 3000 pounds per square foot. These values may be increased by one-third for loads of short duration including wind or seismic forces. Foundations should be properly reinforced in accordance with the project structural engineer's recommendations. Minimum reinforcement shall consist of two No. 4 rebar at the top and two No. 4 rebar at the bottom of the footing or in accordance with the structural engineers' requirements, whichever is greater. Foundation design recommendations presented herein are based on the assumptions that: • All footings are founded in the recommended bearing material( s) • Primary loads on the foundations are applied vertically. Our recommended design parameters for the proposed structure's foundations are tabulated below: Competent Native Soil Foundation Bearing Materials (Formation) Certified Fill/ Approved Soil Foundation Bearing Pressures 2000 psf -Compacted Fill Earth Material 3000 psf -Bedrock Parameters Coefficient of Friction 1 0.35 Passive Earth Pressure (EFP) 2 200 pcf -Compacted Fill 300 pcf -Bedrock Maximwn Passive Earth Pressure 2500 psf -Compacted Fill 3500 psf -Bedrock Minimum Width 12 inches (!-story) Continuous Footing 15 inches (2-story) Min. Embedment Depth into Bearing 18-inches (I-story) Design (Compacted Material 3 24-inches (2-story) Fill) 4 #4 Bars Minimum Reinforcement 2 near top and 2 near bottom Continuous Footing Minimum Width 12 inches (!-story) Design (Bedrock) 12 inches (2-story) 10 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 Min. Embedment Depth into Bearing Material 3 12-inches (I-story) 18-inches (2-story) 4 #4 Bars L201034 6/29/2020 Minimum Reinforcement 2 near top and 2 near bottom Minimum Foundation Dimensions 24 in X 24 in lndependent(Pad) (Width X Length) Footing Design Min. Embedment Depth into Bearing 2 feet Material 3 Notes: 1 When combining frictional resistance and passive pressure, the passive pressure component should be reduced by one-third. 2 Passive earth pressures may be doubled for isolated piles spaced at distances equal to or exceeding the minimum recommended pile spacing. 3 Foundation depths subject to increase per the project structural engineer's design. 7.3 Foundation Installation All footing excavations shall be observed by the project soils engineer or his representative and the Building Official, prior to placing wood forms, reinforcing steel, and concrete. A representative ofTerradyne Engineering Inc. should also verify that the footing bottoms have been suitably tamped prior to placement of forms or steel. All footing excavation depths will be measured from the lowest adjacent grade of recommended bearing material. Footing depth will not be measured from any proposed elevations or grades. Any foundation excavations that are not the recommended depth into the recommended bearing material will not be acceptable to this office. Any required footing backfill should be properly mechanically compacted; flooding or jetting of backfill with water is not recommended. 7.4 Settlement Differential settlement is not expected to exceed ½ of the total settlement between similar structural elements within a horizontal span of 30 feet, for foundations bearing in uniform, approved soil. 7.5 Concrete Slab on Grade Interior concrete slabs on grade should be underlain by a layer of four ( 4) inches free drainage 3/4" crushed rocks over firm native or approved structural fill. However, utilizing a layer of four ( 4) inches free drainage 3/4" crushed rocks is optional, not required. Slab thickness, reinforcement etc., should be selected by the structural engineer based on the analysis performed considering the I I Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 loads anticipated and the modulus of subgrade reaction of the soil. As minimum, we recommend a 4.0-inch-thick slab thickness, reinforced with #4 bars at 24 inches on center, each way. The subgrade for the new slab should be prepared as recommended under Section 8.2 "Site Preparation." A vapor barrier over the crushed rock or approved subgrade soil should be considered in areas where the migration of moisture through the floor slab would be detrimental. To protect the vapor barrier (Visqueen) from punctures during placement, it is recommended that the Visqueen be placed over two-inch thick, clean sand layer. The vapor barrier should be at least 10-mil plastic (STEGO or Equivalent) and should be sealed at all splices, around plumbing, and at the perimeter of slab areas. Every effort should be made to provide a continuous barrier and care should be taken not to puncture the membrane. Some contractors exercising special care use heavier membranes or double layers of 10-mil plastic with splices staggered and sealed. Exterior concrete flatwork (sidewalks, etc.) should have a minimum thickness of 4 inches, be underlain by a 2-inch layer of clean sand and reinforced with a minimum. No. 3 bars placed mid- height in the slab and spaced on 18-inch centers in both directions. Care should be taken by the contractor to ensure that the reinforcement is placed and maintained at slab midheight. We recommend that crack control joints for exterior flatwork be provided with a minimum spacing of 12 feet and a maximum of 15 feet, or in accordance with the structural engineer's recommendations. We also recommend that every third control joint be converted to an expansion joint. Some slab cracking due to shrinkage should be anticipated. The potential for this slab cracking may be reduced by careful control of water/cement ratios. The contractor should take appropriate curing precautions during the pouring of concrete in hot weather to minimize cracking of slabs. We recommend that a slipsheet (or equivalent) be utilized if crack-sensitive flooring is planned directly on concrete slabs. All slabs should be designed in accordance with structural considerations. 7.6 Passive Earth Pressure Lateral loads may be resisted by friction provided by the soil on the base of the foundation and by passive earth pressure. A coefficient of friction of0.35 of dead load may be used. An allowable passive earth pressure of250 psf per foot of depth may be used for footings poured on compacted in-situ soil and 350 psf per foot of depth for footings poured on bedrock. A factor of safety of2.0 was used in calculating passive earth pressure. The maximum value of passive earth pressure should be limited to 2500 psf for compacted fill and 3500 psf for bedrock. Frictional resistance and passive pressure resistance may be used in combination if friction coefficient is reduced by one-third. A one-third increase in passive pressure may be used for resistance against seismic and wind loading. 12 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 7.7. Lateral Earth Pressures and Resistance L201034 6/29/2020 For design purposes, the following lateral earth pressure values for level and free-draining backfill are recommended for retaining walls (if proposed) backfilled with on-site soils, and for those backfilled with select soils (possessing an internal friction angle of at least 30 degrees and extending at least 0.5H from the upslope face of the wall, where His the wall height). Table 6.2 Equivalent Fluid Weight (pct) Conditions On-Site Backfill Select Backfill (PHI~30 Degrees) Active 33 35 At-Rest 70 55 Passive (Fill Soils) 250 350 Unrestrained (yielding) cantilever walls should be designed for an active equivalent pressure value provided above. In the design of walls restrained from movement at the top (nonyielding), such as basement walls or re-entrant comers, the at-rest pressures should be used. For areas of re-entrant comers, the restrained wall design should extend a minimum distance of twice the height of the wall laterally from the comer. The above values assume backfill soils will have a very low expansion potential and free-draining condition. If conditions other than those covered herein are anticipated, the equivalent fluid pressures should be provided on an individual basis by the geotechnical engineer. Retaining wall structures should be provided with appropriate drainage. Typical drainage design is illustrated in Appendix A. Wall backfill should be compacted by mechanical methods to at least 92 percent relative compaction (based on ASTM Test Method Dl557). Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 8 feet or in accordance with the 2019 edition of the CBC or any City of Carlsbad or County of San Diego requirements and specifications. Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, a friction coefficient of0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance. 13 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 9201 I 8.0 CONSTRUCTION GUIDELINES 8.1 Construction Monitoring Ll01034 6/29/2020 As Geotechnical Engineer of Record for this project, Terradyne Engineering Inc., should be involved in monitoring the foundation installation and earthwork activities by the special inspections requirements and tests of existing site soil conditions: fill placement and load-bearing requirements shall be performed in accordance with this section of 1705.6 and Table 1705.6. The performance of any foundation system is not only dependent on the foundation design but is strongly influenced by the quality of construction. Prior to construction, please contact our office so that a Foundation and Earthwork Monitoring Plan can be incorporated into the Project Quality Control Program. TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS CONTlNUOUS PERIODIC TYPE SPECIAL SPECIAL INSPECTION INSPECTION 1. Verify materials below shallow foundations are -X adequate to achieve the design bearing capacity. 2. Verify excavations are extended to proper depth -X and have reached proper material. 3. Perform classification and testing of compacted fill -X materials. 4. Verify use of proper materials, densities and lift thicknesses during placemem and compaction of X - compacted fill. 5. Prior to placement of compacted fill. inspect subgrade and verify that site has been prepared -X properly. 8.2 Site Preparation Grading should conform to the guidelines presented in the 2019 California Building Code (CBC, 2019), as well as the requirements of the City of Carlsbad and/or County of San Diego. Prior to the start of grading operations, utility lines within the project area, if any, should be located and marked in the field so they can be rerouted or protected during site development. All debris including remains of previous structures and perishable material should be removed from the site. It is our recommendation that any existing fill soil be excavated to the contact with the dense underlying formation layer and placed back as properly compacted fill. 14 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 8.3 Removal of Unsuitable Soils L201034 6/29/2020 The existing upper fill and weathered natural soils are considered to be potentially compressible and in their current condition. As a result, we recommend the reprocessing of these existing soils in all areas to receive building additions or new buildings (where not anticipated to be removed during proposed grading operations). Based on the results of our subsurface investigation, it is anticipated that the removal depths within the proposed building will be a minimum of 1.5 feet below existing grade elevations. The removals should extend to a minimum distance of 5 feet outside the building footprint. Following removal of the upper soils, the bottom of the excavation(s) should be observed and approved by a representative of this office to verify that these potentially compressible materials have been properly removed. 8.4 Fill Placement and Compaction Prior to fill placement, all areas to receive fill and/or other surface improvements, shall be scarified to a minimum depth of 8 to 10 inches below removal grade elevations, be moisture conditioned to 2 percent over optimum moisture content and compacted to minimum 92 percent relative compaction, based on ASTM Test Method Dl557. After this procedure is completed, backfill of the removal excavation should take place by moisture conditioning the removed soils prior to placement to at least optimum to 2 percent over optimum moisture content and recompaction of these soils to a minimum 92 percent relative compaction (based on ASTM Test Method Dl557). These operations should be performed under the observation and testing of a representative of this office. It should be understood that based on the observations of our field representative, localized deeper or shallower removals may be recommended. Any removed soils shall be moisture conditioned as necessary to achieve a moisture content of at least optimum to 2 percent over optimum moisture content and be recompacted to a minimum 92 percent relative compaction (based on ASTM Test Method Dl557). This earthwork should extend a minimum of 5 feet beyond the proposed footing limits. 8.5 Temporary Excavations and Backfill Underground trenches are anticipated to be excavated with moderate effort using conventional construction equipment in good operating condition. Deep trenches may require the use of heavier equipment operations. The encountered soils at the site consisted of dense clayey sands, such soils may be subject to or cave-ins. To satisfy OSHA requirements and for workmen's safety, it will be necessary to shore excavations deeper than 5 feet. Any proposed trenches deeper than 5 feet may also be laid back in a I : I horizontal to vertical ( 45 degrees). During wet weather, runoff water should be prevented from entering the excavation. The contractor is responsible for the safety of the workers and should 15 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 observe the federal and local regulations including CALOSHA excavation and trench safety guidelines. Sheeting and bracing should be provided by the contractor, as necessary, to protect workers in the excavation. Where excavations undermine existing improvements, such as the existing walls, etc., temporary structural support should be provided to reduce the risk of damage resulting from undercutting. If proposed, permanent cut and fill slopes should not be constructed steeper than 2: 1 and should be considered subject to review by the geotechnical consultant at the time of grading. These slopes should possess enough compacted fines to limit erosion risk. If upon construction, relatively clean, cohesionless sands are encountered, reconstruction by blending in fines to compacted fill and/or flattening of slopes will be advised. The on-site soil is generally acceptable for use as compacted fill and backfill provided proper moisture conditioning, mixing, processing and removal rocks larger than 3 inches. All earthwork should be conducted in accordance with the applicable codes, agency requirements, the recommendations, and the standard grading guidelines. 8.6 Temporary Drainage Measures Temporary drainage provisions should be established to minimize water runoff into construction areas. If standing water does accumulate, it should be removed by pumping as soon as possible. Adequate protection against sloughing of soils should be provided for workers and inspectors entering the excavations. This protection should meet Cal-OSHA and other applicable building codes. 8.7 Groundwater Seepage Groundwater seepage may occur several years after construction if the rainfall rate or drainage changes in the vicinity of the project site. If seepage runoff occurs towards the building, an engineer should be called on to evaluate its' effect and determine whether French drains are required at the location. 8.8 Control Testing and Field Observation Subgrade preparation and structural fill placement should be monitored by the project geotechnical engineer or his representative. Field-tests for moisture content and relative compaction of the fill soils shall be performed by Terradyne Engineering, Inc. Location and frequency of tests shall be at our field representative(s) discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction. Any areas not meeting the required compaction should be re- compacted and retested until compliance is met. 16 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 9.0 SITE DRAINAGE AND MAINTENANCE L201034 6/29/2020 Final drainage is important for the performance of the proposed construction. Landscaping, plumbing, and downspout drainage is also important. It is vital that all roof drainage be transported away from the building so that water does not pond around it, which can result in a soil volume change underneath the building. Plumbing leaks (if any) should be repaired as soon as possible in order to minimize the magnitude of a moisture change under the slab. Large trees and shrubs should not be planted in the immediate vicinity of the structures, since root systems can cause a substantial reduction in soil volume in the vicinity of the trees during dry periods. Adequate drainage should be provided to reduce seasonal variations in moisture content of foundation soils. All pavement and sidewalks within 5-feet of the structures should be sloped away from the structures to prevent ponding of water around the foundations. Final grades within 5-feet of the structure should be adjusted to slope away from structures preferably at a minimum slope of2 percent. Maintaining positive surface drainage throughout the life of the structure is essential. In areas with pavement or sidewalks adjacent to the new structure, a positive seal must be provided and maintained between the structures and the pavement or sidewalk to minimize seepage of water into the underlying supporting soils. Post-construction movement of pavement and flat work is not uncommon. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post construction movement of flatwork, particularly if such movement would be critical. Normal maintenance should include inspection of all joints in paving and sidewalks, etc. as well as re- sealing where necessary. 9.1 Trench Backfill Trench backfill for utilities should be properly placed and compacted, as outlined in this report, and in accordance with the requirements of local City, County and/or State Standards. Since granular bedding backfill is used for most utility lines, the backfilled trench should be prevented from becoming a conduit and allowing an access for surface or subsurface water to travel toward the new structures. Concrete cut-off collars or clay plugs should be provided where utility lines cross building lines to prevent water from traveling in the trench backfill and entering beneath the structures. 10.0 REVIEW AND SERVICES All soil, geologic, and structural aspects of the proposed Project are subject to the review and approval of the governing agency( s ). It should be recognized that the governing agency( s) can dictate 17 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 the manner in which the project proceeds, They could approve or deny any aspect of the proposed improvements and/or could dictate which foundation and grading options are acceptable. 10.1 Shoring (if proposed) Shoring of excavations and design of shoring systems are governed by federal, state, and local regulations. The design of shoring systems on this project is beyond the scope of our services. The owner or the contractor should retain a shoring design professional to design shoring systems for excavations on this site. 10.2 Plan Review Upon completion, we should review the project plans and specifications to check that they conform to the intent of our recommendations. 10.3 Additional Geotechnical Services Additional geotechnical services will be required subsequent to the investigation report. Additional fees will accrue for the additional services. The additional fees will depend on the scope of the additional work. A separate proposal and agreement will be prepared for the additional services. The following services are considered additional services. • Response to questions from the reviewing agencies. • Once plans for the proposed development are completed, the geotechnical consultant will need to review and approve the drawings. • During construction, the geotechnical consultant will need to observe and test earthwork and observe foundation excavations for the proposed development. 11.0 LIMITATIONS Only a portion of subsurface conditions have been reviewed and evaluated. Conclusions, recommendations, and other information contained in this report are based upon the assumption that the subsurface conditions do not vary appreciably between and adjacent to the observation points. Although no significant variation is anticipated, it must be recognized that variations can occur. This report has been prepared for the sole use and benefit of our client. The intent of the report is to advise our client on geotechnical matters involving the proposed improvements. It should be understood that the geotechnical consulting provided, and the contents of this report are not 18 Proposed ADU Construction at: 1076 Seahorse Court, Carlsbad, California 92011 L201034 6/29/2020 perfect. Any errors or om1ss10ns noted by any party reviewing this report and/or any other geotechnical aspect of the project should be reported to this office in a timely fashion. The client is the only party intended by this office to directly receive the advice. Subsequent use of this report can only be authorized by the client. Any transferring of information or other-directed use by the client should be considered "advice by the client." Geotechnical engineering is characterized by uncertainty. Geotechnical engmeermg 1s often described as an inexact science or art. Conclusions and recommendations presented herein are partly based upon the evaluations of technical information gathered, partly on experience, and partly on professional judgment. The conclusions and recommendations presented should be considered "advice." Other consultants could arrive at different conclusions and recommendations. Typically, "minimum" recommendations have been presented. Although some risk will always remain, lower risk of future problems would usually result if more restrictive criteria were adopted. Final decisions on matters presented are the responsibility of the client and/or the governing agencies. No warranties in any respect are made as to the performance of the project. 19 REFERENCES ASCE Hazard Tool https://asce7hazardtool.online/ American Society for Testing and Materials (ASTM), 201 I, Annual Book of ASTM Standards, Volume 04.08, Construction: Soil and Rock(!), Standards D 420 -D 5876. American Society of Civil Engineers (ASCE), Minimum Design Loads for Buildings and other Structures, Standard 7-16 California Building Code (CBC), 2016, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, California Building Code, 2019, California Code of Regulations Title 24, Part 2, Volume 2 of 2. Google Earth Pro®, 2018, Version 7.3.1.4507. NAVFAC DM 7.1 Soil Mechanics, U.S. Department of the Navy 1982 Edition, May 1982 NAVFAC DM 7.2, Foundation and Earth Structures, U.S. Department of the Navy 1984 California State Water Resources Control Board, Website, GeoTracker database, http://geotracker.waterboards.ca.gov/gama/, accessed January 2019. Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.l., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California: California Geological Survey, Regional Geologic Map No. 2, scale I: I 00,000 United States Geological Survey (USGS), 2017 edition, 7.5' Minute Topographic Map of the Encinitas Quadrangle, San Diego County, California, Scale I :24,000 APPENDIX A ,imited Geotechnical Investigation BJEKT Studio Proposed New ADU Construction at: 1076 Seahorse Court, Carlsbad, San Diego County, CA 9201 1 Terradyne Engineering, Inc. Vicinity Map Terradyne Project No.: L201034 Figure: A Approximate Test Pit/Boring Location Approximate Subject Site Boundary Location Limited Geotechnical Investigation OBJEKT Studio Proposed New ADU Construction at: 1076 Seahorse Court, Carlsbad, San Diego County, CA 92011 Terradyne Engineering, Inc. Approximate Boring Location Map Terradyne Project No.: L201034 Figure: B 2 0 2 0 SCALE 1 :100.000 2 2 APPROXIMATE MEAN OECLINAnON, 2007 4 6 Miles 4 6 K.ilorne(ers Contour-Interval: 50 meters (app.-oxirlnalely 164 -feet) ,ealhyrne tric ContouJ-lntetvat: 50 ,nelefl< (appl"'O>drnat:ef 164 feet) UNIT J 0os>2-4 I Old paralic deposits, undivided (late to middle Pleistocene) Map Reference: Kennedy, M.P., Tan, S.S., Bovard, KR, Alv~ RM., Watson, MJ., and Gutierrez, Cl ., 2007, Geologic map of the Oceanside 30x@minute quadrangle, California: California Geological StnVey, Regional Geologic Map No. 2, scale l : l 00,000 :l,imited Geotechnical Investigation BJEKT Studio Proposed New ADU Construction at: 107 6 Seahorse Court, Carlsbad, San Diego County, CA 92011 Terradyne Engineering, Inc. Regional Geologic Map Terradyne Project No.: L201034 Figure: C SCALE 1:24 000 0.5 0 KILDMETERS 2 11"3!1" 71:17,as 1000 500 0 MfTDIS 1000 2000 0·10· :JMILS UTM GAE ANO 2011 MA~ETIC NORTH DECLINATION AT CENTUI OF SHEET Ll.&.--(Md Ul0,000 • ffl SQulf• IO MS 1000 D 1000 0.5 0 Mllf S 2000 3000 4000 5000 6000 7000 8000 9000 FEET CONTOUR INTERVAL 20 FEIT NORlli AMCRICAN VERTICAL DATUM Of 1983 This map wlli> p(Od~ to ~Ollf01'm willl t~ Natiocla.l GH<S~llal P;ogram US Tepo PtO<lict Siandatd, 2011. A rnet•data lil,; 11.!.Sotlated willl this product is dtaft v«sion D.6" 18 Map Reference: United States Geological Survey (USGS), 2017 edition, 7.5' Minute Topographic Map of the Encinitas Quadrangle, San Diego County, California, Scale I :24,000 Limited Geotechnical Investigation OBJEKT Studio Proposed New ADU Construction at: I 076 Seahorse Court, Carlsbad, San Diego County, CA 92011 Terradyne Engineering, Inc. Regional Topographic Map Terradyne Project No.: L201034 Figure: 10000 D Liquefaction Hazards ..._.,tial Llquelaction ~Ri...,rwash S Ti.dalbts ~ Tujl.Slp sar,cl.. 0 to S pen:ent slapa E22J Other Ha.ard -tfiit,-,s = Major Street ~m• =• Pbnne.d Street ~-lbilraad [~."J City Lmits PROPOSED GENERAL PLAN Earthquake Faults -Free.way --Major Hi&f,wiy --Hinor Hiaf,woy/Hajo.-~t ---,..,,..,1"11 ... Rai Lir,es ---Countr lines .---, l___l City al Carubo.d Urb>nha3 Limited Geotechnical Investigation BJEKT Studio Proposed New ADU Construction at: 1076 Seahorse Court, Carlsbad, San Diego County, CA 92011 1 i '--1 rL ~n•~ APPftOXINATE MEAN DE~.2007 Terradyne Engineering, Inc. Seismic Hazard Information Terradyne Project No.: L201034 Figure: E APPENDIXB Boring Logs ,. .; Cl) ... "' "' .0 Jll N I "' E Project: Proposed New ADU Construction Project Location: 1076 Seahorse Court, Carlsbad, CA 92011 Project Number: L201034 Date(s) 6/4/2020 Drilled Drilling T p·ttM I E . Method est I anua xcavat1on Drill Rig N/A Type Groundwater Level N t t d and Date Measured O encoun ere Borehole . . Backfill Native SOIi ai 0 C t ~ .0 ·;;; ~ E Q) :, a::: ~ z Cl Q) ~~ .t: a. C. U) 15.. E E E 3: Q) "' "' "'0 0 en en en J5 0 2 3 4 Q) C. >-.... m i n, :E CL SC g> ...J 0 :c 0. e! c., Logged By CR Drill Bit N/A Size/Type Drilling N/A Contractor Sampling B lk M d'fi d C rt . Method(s) u , o 1 1e a I orma Location See boring location map MATERIAL DESCRIPTION 0-8" Topsoil Silty CLAY, black, stiff, very moist, plastic, with some roots 8"-2.5' Old Paralic Deposits (Qop) Clayey SAND, orangish brown, very dense, • moist Auger refusal at 2.5' No groundwater No caving Backfilled with native soil Log of Test Pit 1 Sheet 1 of 1 Checked By HE Total Depth of Test Pit 2·5 feet bgs Approximate Surface Elevation Hammer N/A Data g_ :i Cl ~ :g :::) °& REMARKS AND OTHER TESTS 12.96 102.5 ·" 0 ~ "' "' .0 .!l! "' i E ., ~ ;§ E $ ., C: ·c: ~ E ~ 8 :;J s .. 0 .!!! ~ f! ., ., ::2 u Project: Proposed New ADU Construction Project Location: 1076 Seahorse Court, Carlsbad, CA 92011 Project Number: L201034 Date(s) 6/4/2020 Drilled Logged By CR Drilling . Drill Bit N/A Method Test Pit/Manual Excavation Size/Type Drill Rig N/A Type Drilling N/A Contractor Groundwater Level Sampling M d"fi d C rt . and Date Measured Not encountered Method(s) o 1 Ie a I orma Borehole • . Backfill Native SOIi Location See boring location map ai (.) C: Q) _ig V> -a; .0 ·.; Cl) ~ Cl) E Cl) a. 0) -a; :, a: >, 0 C: ~ z 0) f-_J .Q Cl) §~ (ij (.) iv £ C. a. V> ·c: :c > E E E ~ 2 a. a. ~ Cl) Cl) (II (II (II 0 (II uJ Cl (/) (/) (/) :0 :E (!) MATERIAL DESCRIPTION 0 CL 0-3" Topsoil Log of Test Pit 2 Sheet 1 of 1 Checked By HE Total Depth of Test Pit 1.5 feet bgs Approximate Surface Elevation Hammer N/A Data u "# a. :E c 0) Cl) "iii c ~ 0 (.) ·2 2 => "' ~ ~ Cl REMARKS AND OTHER TESTS Silty CLAY, black, stiff, very moist, plastic, with SC . @0.75' 2 3 4 some roots --3"-1 .5' Old Paralic Deposits (Qop) Clayey SAND, orangish brown, very dense, moist Auger refusal at 1.5' No groundwater No caving Backfilled with native soil _/ 8.5 100.2 Project: Proposed New ADU Construction Project Location: 1076 Seahorse Court, Carlsbad, CA 92011 Key to Log of Boring Sheet 1 of 1 Project Number: L201034 ai u C: <11 a; ;;; Q) ~ .c ·;;; Cl) ~ E Cl) a. C) Q) ::, a:: >, 0 C: ~ I-z C) I-.J 0 Cl) Cl) J§ E <ii u 16 t C. 0.. a. 1/) ·c: :.c > E E E 3: .2! a. Cl) Cl) <11 <11 <11 0 <11 ~ MATERIAL DESCRIPTION u::i 0 (/) (/) (/) :0 ::i!: (.!) 0 #. a. 1:° 'E C) .2! ~ C: 0 (.) "" 2 C: ::::> <11 ~ 3: 0 REMARKS AND OTHER TESTS w w l. w w w LI.I 1.§J w 119 11.11 COLUMN DESCRIPTIONS i Elevation (feet): Elevation (MSL, feet). [r) Graphic Log: Graphic depiction of the subsurface material Depth (feet): Depth in feet below the ground surface. encountered. Sample Type: Type of soil sample collected at the depth interval [fil MATERIAL DESCRIPTION: Description of material encountered. shown. May include consistency, moisture, color, and other descriptive [!] Sample Number: Sample identification number. text. [fil Sampling Resistance, blows/ft: Number of blows to advance driven [fil Water Content, %: Water content of the soil sample, expressed as sampler one foot (or distance shown) beyond seating interval percentage of dry weight of sample. using the hammer identified on the boring log. ffg Dry Unit Weight, pcf: Dry weight per unit volume of soil sample [fil Material Type: Type of material encountered. measured in laboratory, in pounds per cubic foot. ruJ REMARKS AND OTHER TESTS: Comments and observations regarding drilling or sampling made by driller or field personnel. FIELD AND LABORATORY TEST ABBREVIATIONS CHEM: Chemical tests to assess corrosivity COMP: Compaction test CONS: One-dimensional consolidation test LL: Liquid Limit, percent MATERIAL GRAPHIC SYMBOLS ~ Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) TYPICAL SAMPLER GRAPHIC SYMBOLS ~ Auger sampler Pl: Plasticity Index, percent SA: Sieve analysis (percent passing No. 200 Sieve) UC: Unconfined compressive strength test, Qu, in ksf WA: Wash sieve (percent passing No. 200 Sieve) [m Clayey SAND (SC) OTHER GRAPHIC SYMBOLS ~ Pitcher Sample ---¥ Water level (at time of drilling, ATD) ~ ~ Bulk Sample 's ~ ! ~ 3-inch-OD California w/ .,, ~ brass rings rn CME Sampler rn Grab Sample 12.5-inch-OD Modified California w/ brass liners ~ 2-inch-OD unlined split ~ Water level (after waiting) ~ spoon (SPT) l f;J1 Shelby Tube (Thin-walled, Minor change in material properties within a stratum "' ~ fixed head) --lnferred/gradational contact between strata -? -Queried contact between strata :;; J!l N * GENERAL NOTES j 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be ~ gradual. Field descriptions may have been modified to reflect results of lab tests . .5! 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative 'ii of subsurface conditions at other locations or times. i E $ .i i ~ i l :~ ~ $ ~ 0-----------------------------------------------------J Figure B-1 APPENDIXC Laboratory Tests Gradation Test Results 100 _., .... V' -- 1/ 90 ii' 80 ,.v 70 Cl I C: .iii 60 1/1 I IV a. 50 ... C: I Cl) u 40 ... I Cl) a. I 30 ~ 20 I'" 10 0 0.01 0.1 1 10 100 -Diameter of Particle in Millimeters TP-1 @ 0'-2' I I I Gravel I Sand Fines 0.2 % 80.8 % 19.0 % ... :Limited Geotechnical Investigation Terradyne Engineering, Inc. OBJEKT Studio Proposed New ADU Construction at: Grain Size Distribution 107 6 Seahorse Court, Carlsbad, San Diego County, CA 92011 Terradyne Project No.: L201034 Plate: G Moisture Anaysis Results Project : Depth Tare Wet Material + Tare Dry Material + Tare Dry Material Wet Material Moisture Loss Moisture Content% Wet Density Dry Density Optimum Moisture Hole or Tube Volume Pocket Penetrometer Ring+ Soil Number of Rings Blow Counts PH Measured Resistsivity p Resistsivity Rg Tested By: 1076 Seahorse Court, Carlsbad, CA 92011 Bl, 1.5-2' B2, 8"-14" 118.0 115.7 294.9 320.0 274.6 304.0 156.6 188.3 176.9 204.3 20.3 16.0 13.0 8.5 115.73 108.66 102.5 100.2 742 708.0 4 4 7.4 2900 ZJ -------------------Date Tested: 6 / 15 / 2020 Notes: Sulfate Content Chloride Content Nitrate Content 350 200 Project No.: L201008 -------------------------------------------------- Page 1 of 1 APPENDIXD Proposed Construction r b ~ RS£ CT. :I ·--· -~ii! -~e . ~ 7 -·--· r------------7 I ~r } I · I i . I L ~- "'- ' ,-1,,... 0, "' (E)RfSUNCE TORE.MAIN - ~I ~ ~ ~ / ~ ~ ~ ~ ~~;. """"F .. / ~ " /\/ // / ✓/ Golnick's ADU proposed SITE PLAN 1071 Seahorn Court Cartsbad, CA 92011 / / I • i d~~ I-r-(_', 1/ -------(E)8'H.'NOOOF£HCE / TOREMMol 0 \,.,J 0 LL. l-o z > a= ~ z -:E -..I w a= A. NORTH MAV•l9-2Cll0 SCAl.f; N.T.S, OWNERS REVIEW (city of Carlsbad Building Permit Number: CB_R2021-0243 Community & Economic Q.~;'-~#,>fme!lt COMMUNITY FACILITIES DISTRIC~E ... .,L. VEO RESIDENTIAL RESIDENTIAL CERTIFICATE: Developer of Residential Land, please rE;q\i.-~~ 9.rj:!~nt carefully and be sure you thoroughly understand this agreement before--1si nl-r\ . ½ti' AD owner signature is required before permit issuance. Your signature confirm~ ~&1 f~ION the information shown below. COOWNERS GRANT AND KIRSTEN SMITH Name of Owner 1076 Seahorse Ct Address CARLSBAD,CA 92011 City, State Zip ,(a D -<ff1 -q:u..s Telephone 2145304100 Assessor Parcel Number (APN) NA Lot Number Improvement Area 1 05/07/1991 Total # of Units Annexation Date Name of Project Project Number Tract Number RES. DEVELOPED (NET DENSITY 4.1-8.0 DU/AC) Land Use Type $2,771.87 5 2021 Factor Density Fiscal Year As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. As cited in Policy 33 and adopted by the City Council, this Special Tax will not be allowed to pass through to the homeowner. At the time a building permit is issued the Special Development Tax -One-Time is due per dwelling unit. In addition, there may be Special Taxes outstanding on the current tax roll or if a permit is issued after March 1, taxes will be levied in the coming fiscal year. All of these special taxes are the responsibility of the developer. Accordingly, I agree to pay all of these current, outstanding and future Special Taxes. These taxes may not be apportioned to the homeowner as part of escrow closing. (Note: Regular county taxes may be prorated.) I understand that by signing this I am agreeing to this provision. I DO HEREBY CERTIFY UNDER PENAL TY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THIE PROVISION AS STATED ABOVE. Signature 6f'f5r-;perty Owner Title G,. ,,._ <,. ,., ~ :s c:::,;-sb ':I -J.. -~ 0 d.,) Print Name Date B·33 Page 1 of 2 (c~ity of Carlsbad CERTIFICATION OF SCHOOL FEES P ID This form must be completed by the City, the applica,JQ,li,ci@,fe__w\Ji:GQchool districts and returned to the City prior to issuing a building permit. The City will not issue ant Miloing permit without a completed school fee form. Project# & Name: Permit#: CBR2021-0243 Project Address: 1078 SEAHORSE CT Assessor's Parcel #: 2145304100 Project Applicant: COOWNERS GRANT AND KIRSTEN SMITH (Owner Name) Residential Square Feet: New/Additions: ------------------ Second Dwelling Unit: 945 --------------------- Commercial Square Feet: New/Additions: ······-··· ----------··-·······-- City Certification: City of Carlsbad Building Division Date: 03/25/2021 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit 1s issued or if the initial detenm,nation of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s). or that the person executing this declaration is authorized to sign on behalf of the Owner I ~:,j Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 !;J~j San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone (760) 753-6491 Ext 5514 (By Appt Only) I :,':D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact Katherine Marcelja (By Apptonly) l::il1,:f:,J Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED, The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Community & Economi~WAg~0Oiuilding Division Phone _'J_Lt_(._ .l2.J_-:._~~ ,C < , ', (.) .: .: l 1,..___t ,r .( . F---<'---<c. ::> C C• 11--crli (, t:\) "H3 1635 Faraday Avenue : Carlsbad, CA 92008 ' 760-602·2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES AIL NECESSARY EOLIIPMENT AHO l,\AlE/;IALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPJJ INSTALLAHON OF EROSION ANO S£Dll.1ENT CONTROL 8\IPs \',HEN RAIN IS Ef,\lflENT. IH[ OWNER/CONTRAClOR SHALL RESlCRE ALL EROSION CONTROL DEVICES TO WORKING ORDER ro THE SATISFACTION OF THE CITY INSPECTOR Af1ER EACH Hm-orr PRODUCING RAINJ-ALL. 3. THE OWNER/CmHRACTOR SHALL INSTAtL ADDITIONAL EROSION CONTROL l~EASURES AS l,\AY BE REQUl~[D BY THE CllY 1NSPECTOR DUE TO lf!COI\PLE1E GRAOlt,G OPERATIONS OR IJNFORESEW CIRCU!,ISlANCES l'IHICH MAY ARISE. ALL REIWVABLE PROTECTi\ti:: OEVlCES 5HALL BE II~ PLACE ti.T THE ENO OF EACH WORKING DAY \','-JEN lH[ fWE (5) DAY RAIN PRO[lABILllY r0RECAST EXCEEDS F"ORTY PECENl ( 407.). :ill T AND OlHER DE!JRIS SHALL BE REMOVED AFTER t ACH RM!F All. '.';, ALL GRAVEL 81\CS SHt,LL co:HAIN 3/1 INCH JMNll,{LJ!,j AGGREGATE. ADEOUA l[ EROSION AND SEOll,\[NT CDl!lROL M.JD PERll,IE1£R PROTECTION BEST l,\M/AGWHll PRAClCE M(ASURES l,!UST R[ INSTALLED A~lD !.!AlfllAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUlHORi1Y TO ALTER 1HlS PLAN fJURING OR BU-ORE CONSTFUCTIDN AS NEEDED TO ENSURE CO!.\PLIAUCE \'ilTH CITY STORl,1 \'/AlER QUALITY REGULA liONS. OWNER'S CERTff]('1\TE: I U!IOERSTAIW ANO ACKtlO',',~EOGE THAT I !,'UST. (1) ll,iPlEl,IHH BEST M/\lll\G(!,1(Nl PRACTICES (Ei1,!PS) DURl'{G co:1smucnm1 /,CTIVITIES 10 lHE MMllUM EXTENT PRACT►;ABLE. TO Al/01D 711[ l.!OBILl:IA110N Of POLLUTN/1S SUCll AS SFDll.1EIH .i\lJO TO /,1/0ID THE EXPOSURE or STO~li \'/AlER TO CO!!SlRUCTlmi HELATED POlLU1NHS; Al!D (2) ADH[Rf TO. AtlD Al ALL lll.'ES, C@PLY \'rlll-1 WIS CllY APPROVED lllll l CO~lSlRUCllml Sl',?PP lHROUG/-IOUT WE OURAIION Of THE COtlStllJCTION AGll\ilT!fS urrnl TII[ COl!STRUCnm1 WOf!K IS COl.!PLE"E AND APPROVED [JY 111( CITY or CARLSE!A.D. (y ~ 'S (' \-sh O\'aJ[ \Nf:R S AGEIH fl Al.ff ~ -- ,,,.,------]"' 0'1~ER{S)/O\'JWfk'ffG~llT..-frAt,•.t\-S\t4~ 'l_:-')-)-O}j om f. -29 ~ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 ~ "i) ·: ~ ' 11-·\ ~ l\ i-j i< . ). \ /_; ,' JI ~ • j '._ . ill? I CITY OF C/1f(jgoB_1:1Q BliilCJiNC D9{Jv;T01\I _ BEST 1·.1Al~AGEMl:~IT PRACTICES (Bl\W) SELECT(OU TABLE Eiooiln CGnlrcl Bl,IPs Sedi•nnl Con\fol Gf,IPs Troc<i)g Con!r~I m.lP, 1/cn·S1.or,r, Y·/Jlor l.1~nogerneni 8),IPs l'<as•c l,l,~~1~•rent aOO l.lat,,l~ls PilLIY.on OmVN 01,IP; I--------------~~~~r--1-~~~~~ ,g C 0 --r-I I I I I I -1-~ C _ 1 ----, -~ ~ u r. o L -~ [_ '§ E ~ !i!iHi lid !e:1 h 11 1 i "" , ~ C 0 Besl Management Pr~ctice' "" "0 f, C LO LO Ol f,;:: 6 u~u Ii J~I' (Bl.lP) Description -J 0 , DeD I I t-~ ~ u ~,--':, U)_ " ill[ .[~~l.s ~1~ g ,g I J.t'!-: j l i l AJ j l1 E] 22 ~. ~~ 1l "'I .'c! '/,] ~ ~ ~» iJ So.!. >u ,~ z a ~u o» a> U> I -"-••--, __ I 0 'ffl'fl II 17r17 l'i''l71w,ro, 1..LI 1..LI l,J W UJ C,: r,: (/) (/) Lil Vl ; ~ ~ '" ~ e e z z z _"___ ~ ! i • j :, I • I •_,_ ~''""'.:'.''"'' · X ---f---1--/-------t- ]Ir ' ' ' l,J W C ~ ~ ' ' ' ~oc~pilin9 lg ~~~f:;;;:;:~,~~;::;:~FFtrfHRff+LfT i 11111 11-UtlttH Waste Disposal Sloqing/Loy Dm,_n Arel! f--l [qu,;Jmeri\ Mo:rilenonce and Fuelino Hazardous Subs\once Use/Sloroge Dewo\eririO---- j I I I 'I I I 'j± I I I I I 1 1-+-1 ----L--'--J_-++-Hl--+-+--+--+--+-+--l--+-+--+---+--l-----+---+--+-=l=t=-LJ= -1,-+-f-+-+-+-+-+-t---+-+---+--+---+--++----,-+--t---+--f----+-I -+-l----,~1----1---1 s;1eAcmsAcrn;;O;ct I I I r I I / I I / 1 I ~ / ) ) ) j tt. f--1-+--+-' I I Other (lis1)· 1 I --t-+---f I I f-+--1---+--r------t-+-+--+---+--__j__ ·t--t--1 ~-~~-~-~-~~-~~~_.L__J______L_______l__l___.L__.1__~-~-~-'--'-~-Instructions. I Ch~c~ Ute box lo lhe left ol all opplirnble conslrucliori oclivily (~rst column} expected lo occur d~r;ng cons1ruc\ion, la~o\e<l along the top of \he rn.w Tobie is o list _of lll,IP's wilh it's corresfonding California Slormwoler _C•Jol1\y Associoliori {CASO/>.) designation number. Choose Me or more 8),(Ps ;,v·1 inlend lo use dunng coristruc\1on from \he list Check he liox \\here \he chos~r. ocl1v,ly rO'H 'rite,sec\s i,i\h \he 81.IP C0ium11 Refer to lhe CASQI, coris\rnc\ion llcmdboo~ for information ond dclo'.ls of \he chosen Bl,IPs and ho·u lo opply lliem lo lhc ·project. SHOW THE lOCA T/ONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEETFORA SAMPLE EROSION CONTROL PLAN. Page I o{ I l'HOff(_~I' lNf-:ORl\l,\T!ON 5;1, Add1m_l_QJ_{,_Seo.4~ 5 '< /l~smor's Parcel !~umber: :l { '-[ S ~b~ le,_£ Emergency Cor,tocl: Ncme; G-v-o,,v\ SM~ 70 lfoc, Phooe _9'5::1-1<>1-JJ-S/_ ConstrucUon Threo\ lo Simm \'/aler Quo\;ty (Chcd Box) ~----□_J~E~~~w ____ _ ~ REV 02/16 l_ City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (wlo panel upgrade) I ❖ Pool _.. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. _.. Details on CAP ordinance requirements are available on the city's website. _.. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: BP No.: C PQ.:)ud--Jo~ L/3 Property Address/APN: 214-530-41-00 Applicant Name/Co.: Applicant Address: Contact Phone: Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: ______________ _ Date: _______ _ 8-50 Page1 of6 Revised 06/18 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_,__,__,-t-"""'-'-L-'- Construdion Type ~Section(•) [!] Residential .,,,....._ area is residential use A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor m New construction 2A, 3Aj 1B, 2B, 4A 3B, 4A ,__,,,, D Additions and alterations: □ BPV < $60,000 NIA NIA All residential additions and alterations 13 BPV 2: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages 13 Electrical service panel upgrade only only 'Multi-family dwellings only where interior finishes are removed □ BPV 2: $200,000 1A, 4A' 1B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential D New construction 1B, 28, 3B, 4B and 5 D Alterations: D BPV 2: $200,000 or additions 2: 1,000 1B, 5 square feet □ BPV 2: $1,000,000 1B,2B,5 Building alterations of 2: 75% existing gross floor area □ 2: 2,000 sq. ft. new roof addition 2B,5 1 B also applies IT BPV 2: $200,000 Checklist Item Check Ille~ boxes, ecplail al not lllJlllca)le 111d exception illlms, 111d provide suppa1q cak:liallcns 111d docllnertaion as necessay, 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMG) sections 18.21.155 and 18.30.190, and the Calrromia Green Building Standards Code (CALGreen) for more infom,ation when completing this section. A. [!] Residential addition or atteration ~ $60,000 building pennit valuation, See CMG section 18.30.190, Year Built Single-family Requirements D Before 1978 Select one: □ Duct sealing D Attic insulation □ Cool roof □ 1978 and later Select one: □ Lighting package □ Water heating Package □ Between 1978 and 1991 13 1992 and later 0 NIA ________ _ D Exception: Home energy score~ 7 (attach certification) Multi.family Requirements □ Attic insulation Select one: □ Duct sealino □Attic insulation □Cool roof Select one: □Lighting package l!JWater heating package B. D Nonresidential' new construction or atterations ~ $200,000 building pennit valuation, or additions~ 1,000 square feet 0 NIA Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2 -Energy Efficiency. A5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors D .3 Restaurant service water heating (comply v.ith California Energy Code section 140.5, as amended) 0 NIA ________ _ D .4 Daylight design PAFs □ .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 095 Energy budget 0.90 Energy budget 0 N/A A5.211.1h D Or,-slte renewable energy 0 N/A A5.211.3h D Green power Of offered by local utilny provider, 50% minimum renewable sources) 0 N/A A5.212.1 D Elevators and escalators 0 N/A A5.213.1 D Steel fi-aming 0 N/A • lndudes hotels/motels and high-rise residential buildings # For alterations;, $1,000,000 BPV and affecting> 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply Avmv ~0.130instead. Photovol laic Systems A. Adential new construction (for lo'N-fise residential building pennlt applications submitted after 1/1/20~ Refer to 2019 California ergy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) If project includes installation of an elecbic heat pump water heater pursuant to CMC 18.30.150(8) _ (high-rise residential) or 18.30.170(8) (low-rise residential), Increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.U. Calculated kWdc' sheets if necessary) 9\...\ ':'\ I I a LoGl054 Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.) 'Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential nsw construction or alterations <!$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hoteUmotel buildings. Choose one of the following methods: □ Gross Floor Area (GFA) Method GFA: 011 < 10,000s.f. Enter: 5 kWdc Min. System Size: 011.e 10,000s.f. calculate: 15 kWdcx (GFA/10,000)- kWdc -Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist A. Annual TDV Energy use:~ ______ x .80= Min. system size: _____ kWdc ------.. '''Attach calculation documentation using modeling software approved by the California Energy Commission. ntial and hotel/motel new construction Pleas refer to CMC sections 18.30.150 and 18.30.170 when completing this section. ~Fors terns serving individual dwelling units choose one: eat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise sidential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either . 60 solar savings fraction or 40 s. f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with all of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(6) (high-rise residential, hotel/motel) or CMC 18.30.170(6) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. 0 Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy □Water heating system is (choose one): D Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 ,a ew construction and major alterations• Carisbad Ordinance CMC section 18.21.140 when co letin this section. I ---,-:.~'9'=,.--:"''-";=~'-=7'--'~"',"~'-""""',"-'-'7'-'-'--"""---':,.;.e:7~~=!..!'.!!===---------\ and two-family residential dwelling or townhouse with attached garage: ------ri One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Pali<ing Spaces EVSE Soaoes Proposed Capable Ready Installed Calculations: Total EVSE spaces = .10 x Total pali<ing (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE otheF Total EVSE spaces -EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.") Total 'Major alterations are: (1) for one and two-family dwellings and townhouses v.ith attached garages, alterations have a building permtt valuation~ $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings (three units or more v.ithout attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site wol1< and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B O Nonresidential new construction (includes hotels/motels) 0 Exception · Total Pali<ing Spaces EVSE Spaces Proposed Capable I Ready I Installed Total I I Calculation-Refer to the table below· Total Number of Parking soaces provided Number of reQuired EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 101-150 12 6 151-200 17 9 201 and over 1 0 nercent of total 50 n,,rcent of Reauired EV Soaces Updated 8115/2019 5 Gity of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to detennine whether or nor your penntt requires a TDM plan. If TDM is applicable to your penntt, staff will contact the applicant to develop a site-specific TDM plan based on the penntt details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retaih 8 Industrial 4 Manufacturing 4 Warehousin 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 O''Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADTl1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. 8,334 sf/ 1,000 x 4.5 + 8 = 46 Em lo ee AOT I acknol'Aedge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pennit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature: ~ =-/? Date: /-1 1-d, I Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): ________________ _ Phone Number: _____ _ Email Address: __________________ _ Updated 8/15/2019 6