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HomeMy WebLinkAbout2732 ARGONAUTA ST; ; CBR2020-2806; PermitPERMIT REPORT Residential Permit Print Date: 05/11/2022 Job Address: 2732 ARGONAUTA ST, CARLSBAD, CA 92009-6503 (city of Carlsbad Permit No: CBR2020-2806 Status: Closed -Finaled Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Parcel#: 2154001700 Track#: Valuation: $106,447.84 Lot#: Project#: Plan#: Occupancy Group: #of Dwelling Units: 1 Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Project Title: Description: PADILLA: 640 SF DETACHED ADU AND 287 SF DECK Property Owner: PADILLA FAMILY TRUST 05-07-15 2730 ARGONAUTA ST CARLSBAD, CA 92009 FEE PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL BUILDING PLAN CHECK FEE (BLDG) BUILDING PERMIT FEE ($2000+) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1-Medium BLDG SWPPP PLAN REVIEW FEE TIER 1-MEDIUM Total Fees: $1,941.29 Total Payments To Date: $1,941.29 Applied: 11/02/2020 Issued: 08/05/2021 Finaled Close Out: 02/18/2022 Inspector: Final Inspection: CoApplicant: TKers 02/18/2022 JEFF HAM RO CONSTRUCTION-DO NOT USE 751 LAZY CIRCLE DR VISTA, CA 92081-6745-SAN DIEGO (760) 936-3530 Balance Due: AMOUNT $182.00 $5.00 $66.00 $92.00 $455.60 $650.85 $175.00 $13.84 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "lmposition11 of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. 1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Chee!< 1 Est. Value PC Deposit Date II· '2 .. • o 2c) ?".1-7,1.... Job Address~ARGONAUTA ST. Suite:. ____ APN: 215-400-17-00 CT/Project #: _________________ Lot #: ____ Year Built: _1_9_8_5 ______ _ Fire Sprinklers:QYES0 NO Air Conditioning: 0 YES ONO Electrical Panel Upgrade: 0 YES© NO !lRlff llf.SCRIPTION OF WORK: 1-(N) ACCESSORY D\oVELUNG UNIT/POOL HOUSE (640 SQ. FT.), (N) PORCH (300 SQ. FT.), AND (N) DECK(428 SQ.FT.) 0 Addition/New: ADU Living SF, 640 Deck SF, 428 Patio SF, 300 Garage SF __ _ Is this to create an Accessory Dwelling Unit? 0Y ON New Fireplace? Ov 0N, if yes how many? __ ORemodel: _____ SF of affected area Is the area a conversion or change of use? Ov ON 0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ osolar: ___ Kw, ___ Modules, Mounted:0Roof 0Ground, Tilt: O vO N, RMA: OY ON, Batterv:OY ON, Panel Upgrade: OY ON 0 Reroof:. _________________________________ _ 0 Plumbing/Mechanical/Electrical Only: ------------------------0 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 APPI.ICANT O PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0 Name: RUDY PADILLA Address: 2730 ARGONAUT A ST Name: MARCO A LAUREANO Address: 560 LYNNETTE CIR. City: CARLSBAD State: CA Zip: 92009 City: VISTA State: CA Zlp:_9_20_84 __ _ Phone: 858-688-8013 Phone: 760-805-2358 Email: RUDY©)LAVAPROPANE.COM Email: LAUREANOMARK@YAHOO.COM D~.SIGN PROFESSIONAL Name: MARCO A LAUREANO APPLICANT 0 Address: SAME ----------------Clty: _______ State: __ ~Zip: ___ _ Phone: _______________ _ Email: _______________ _ Architect State License: _N_IA _________ _ CONTRACTOR or RECORD Name: jp:f~ \-\.1,,r" 0..0 APPI.ICANT D Address: 7 '> l k-" ~-, 11 , R '-~ OQ. \f ,,', -i °A (~ City: V \ :fiv-. State: Uf' Zip: '\ "?.. <' I \ Phone: '1 1:J ~( Y ·\t ·~~ ... ;-:.-~\.J Email: i::\t,,I' '.'.D,) r) ·1 ··"'"''\;1 ''~c.,---.. , State License/class: j '1 ?,,',, r.\ Bus. License, Q PQ( Ne! 1635 Faraday Ave Carlsbad, CA 92008 Ph; 760-602-2719 Fax: 760-602-8558 REV. 08/20 ID[NTIFY WHO WILL PERFORM lHF WORK BY COMPLETING (OPTION A) OR (OPTION 13) BEi OW: (OPTION A): PCE.N~.EDCONTRACTOR.D.EC.LARATION.: I hereby affirm under penalty of perjury that I am licensed under provisions af 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: D1 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit Is issued. Policy No,. _______________________________________ _ 01 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 ls Issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _____________________ _ PolicyNo. __________________________ E1CplratlonDate: ______________ _ ra Certificate of EKemption: I certify that in the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: Fallure to secure workers compensation coverage Is unlawful and shall subjett an employer to criminal penalties and civil fines up to $100,000.0D, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCT!ON_LENDING AGENCY IF ANY: l hereby affirm that there is a construction lendtng agenc.yfor the performance of the work this permit ls issued (Sec. 3097 (I) Civil Code). Lender'sName:, ____________________ -J"'"'I' (OPTION 13}: OWNER-BUil.DER DECLARATION: I hereby affirm that I om exempt from Contractor's License Law for the following reason: DI, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not Intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not applvto an owner of property who bullds 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 bu!ldlng or Improvement Is sold within one year of completion, the owner~butlder will have the burden of proving that he did not bulld or improve for the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not applv to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: O"owner Builder acknowledgement and verlflcallon 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 l acknowledge that, except for my personal resldence in which I must have resided for at least one year prior to comp1etlon of the Improvements covered by this permit,! 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. I understand that a copy of the oppllcoble low, Section 7044 of the Business and Professions Cade, Is available upon request when this application Js submitted or at the folfow/ng Web site: http://www.feglnfo.ca.gov/calaw.html. OWNER PRINT/SIGN: ___________________ ,DATE: _____ _ APPLICANT CERTIFICATION: SIGN.ATURE RE(lUIREDAlTHETiME .OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of Callfornlo Licensed Contractor or author;zed 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 afl City ordinances and State Jaws relating to building construction. f hereby authorize representative of the Citv of Carlsbad ta enter upon the above mentioned property for Inspection purposes. I ALSO AGREE TO SAVE, 1/1/DEMNIFY AND KEEP HARMLESS THE CITY DF CARl5BAD AGAl/1/ST ALL LIABIL/TfES, J~~ME/1/TS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY I/II CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA. \ OSHA permit Is '.~quired forexcavatlons over 5'0' deep and demolition or construction of structures over 3 stories m height. \. ~ /,/ APPLICANT PRINT/SIGN: MARCO A LAUREANO ~\ ' DATE: 10/27/2020 163S Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2020-2806) Permit Type: BLDG-Residential Work Class: Second Dwelling Unit Status: Closed -Finaled Application Date: 11/02/2020 Owner: TRUST PADILLA FAMILY TRUST 05-07-15 Issue Date: 08/05/2021 Subdivision: LA COSTA MEADOWS #4 Expiration Date: 06/27/2022 IVR Number: 29693 Address: 2732 ARGONAUTA ST CARLSBAD, CA 92009-6503 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Wednesday, May 11, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 3 of 3 PERMIT INSPECTION HISTORY for (CBR2020-2806} Permit Type: BLDG-Residential Application Date: 11/02/2020 Owner: TRUST PADILLA FAMILY TRUST 05-07-15 Work Class: Second Dwelling Unit Issue Date: 08/05/2021 Subdivision: LA COSTA MEADOWS #4 Status: Closed -Finaled Expiration Date: 06/27/2022 Address: 2732 ARGONAUTA ST IVR Number: 29693 CARLSBAD, CA 92009-6503 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency November 8, 2021: Yes 1. Exterior sure walls, whole downs, and metal connectors, per structural engineer plant and detail specifications-approved. 2. Roof plywood; type, size, and method of attachment anchoring-approved. 12/08/2021 12/08/2021 BLDG-81 Underground 172196-2021 Passed Tim Kersch Complete Combo(11, 12,21,31) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-21 Yes U nderg round-Underfloor Plumbing BLDG-31 Yes Underground-Conduit Wiring BLDG-84 Rough 172197-2021 Partial Pass Tim Kersch Re inspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Dry in needed. No BLDG-14 No Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout No BLDG-34 Rough Electrical No BLDG-44 No Rough-Ducts-Dampers 12/22/2021 12/22/2021 BLDG-27 Shower 173232-2021 Passed Tim Kersch Complete Pan/Tubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-34 Rough 173233-2021 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/29/2021 12/29/2021 BLOG-17 Interior 173513-2021 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 02/18/2022 02/18/2022 BLDG-Final Inspection 176986-2022 Passed Tim Kersch Complete Wednesday, May 11, 2022 Page 2 of 3 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2020-2806) Permit Type: BLDG-Residential Application Date: 11/02/2020 Owner: TRUST PADILLA FAMILY TRUST 05-07-15 Work Class: Second Dwelling Unit Status: Closed -Finaled Issue Date: 08/05/2021 Expiration Date: 06/27/2022 IVR Number: 29693 Subdivision: LA COSTA MEADOWS #4 Address: 2732 ARGONAUTA ST CARLSBAD, CA 92009-6503 Scheduled Actual Inspection Type Date Start Date 08/09/2021 08/09/2021 BLDG-SW-Pre-Con Checklist Item Inspection No. 163776-2021 COMMENTS Inspection Primary Inspector Status Passed Tim Kersch BLDG-Building Deficiency 09122/2021 10108/2021 1012912021 1110812021 09122/2021 BLDG-11 Foundation/Ftg/Piers (Rebar) Checklist Item 167024-2021 COMMENTS Passed Tim Kersch BLOG-Building Deficiency 1010812021 BLDG-66 Grout Checklist Item 168255-2021 COMMENTS Passed Tim Kersch BLDG-Building Deficiency 10129/2021 BLDG-14 Frame/Steel/Bolting/We ldlng (Decks) Checklist Item 169716-2021 COMMENTS Passed Tony Alvarado BLDG-Building Deficiency October 29, 2021: 11/08/2021 BLDG-13 Shear Panels/HD (ok to wrap) Checklist Item 1. No Floor plywood sheathing Deficiencies. 2. New pool house, Plywood Floor Sheathing: type, size, and method of attachment anchoring schedule, per plan-approved. 17030S-2021 Passed Tony Alvarado COMMENTS BLDG-Building Deficiency November 8, 2021: BLDG-15 Roof/ReRoof (Patio) 1. Exterior sure walls, whole downs, and metal connectors, per structural engineer plant and detail specifications-approved. 2. Roof plywood; type, size, and method of attachment anchoring-approved. 170397-2021 Passed Tony Alvarado Wednesday, May 11, 2022 Reinspection Inspection Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Complete Page 1 of 3 { City of Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing. Project/Permit: C 8 g ~ 0 JO ·2$ Qf;project Address: 6 1 '.J,o A ljo Ao,,wta qr, A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder □. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print)_JdJ.lcLoJ;J,-.. _______ ;I f?q_o/7;/ IQ., (First) (M.I.) (la11l) Mailing Address· '3 7~0 Al,?1911Qv.l Q ~ f, Gq ✓ / f,bo tL (' ./J 'J? oc> 9 Emai1Jk.r/y(§). W,,/ ti /JctJ/JqJa_<;!.._,._f._(!;,t,.z Phone: q 5 4 ? (l"Z 'l_O/ '!, I am: ~Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Number:_ -------· --·------· ___ Expiration Date: ________ _ AGREEMENT: I. the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspection~ed on the a11prov lans ,and, as required by I.he California Building Code. . Signature· .~ r 4:,a.L' ________ -----Date: 6 -J,;; I B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. ' .1 ~If'/\ .Z C Co I"\ S "i ~ c.. '\, o ,-1 Contractor's Company Name: _ _.C' _________________ Please check ii you are OWner-Builder □ Name:(Pleaseprint) __ __:j,,,,,__f:::__:_fY____ _ __ )?_______ \--\~('I\¥.~ (Ftrst) (M.I.} (Lasl) MailingAddress: 7SI I A7'j c,i:zc .. L~ DZ, \Ji~,~ I C.'A_q2.0 <?1 ___ _ Email· \--lP.l'\Vl--~1.+A 1-\o-O c.,o ~ _____ Phone:l"'-9 ___ 9,,3L,-_3_S"3_C)_ State of California Contractor's License Number: q '1>3 \ ~ Expiration Date: k: ~ 2-g-'Z-_]__ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports: and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I w/11 rovi a final re o / letter In com liance with CBC Saction 1704.1.2 rior to re uestln final Ins ectio . B-45 Page 1 of 1 Rev. 03/20 ✓• EsG1I DATE: June 23, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2806 PROJECT ADDRESS: 2732 Argonauta St SET: II 0 APPLICANT D JURIS. PROJECT NAME: ADU/Pool House, Deck and Porch for Padilla Residence [g] The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [g] EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente EsGil (by: ) Email: Fax In Person Enclosures: 6/10/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 ✓• EsG1I DATE: November 16, 2020 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2020-2806 PROJECT ADDRESS: 2732 Argonauta St SET: I □ APPLICANT □ JURIS. PROJECT NAME: ADU/Pool House, Deck and Porch for Padilla Residence D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and shou Id be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Marco A Laureano D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Mario A Laureano Telephone#: 760-805-2358 Date contacted: (by: ) Email: LAUREANOMARK@YAHOO.COM Mail Telephone 0 REMARKS: By: Abe Doliente EsGil Fax In Person Enclosures: 11/3/20 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • Carlsbad CBR2020-2806 November 16, 2020 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2020-2806 JURISDICTION: Carlsbad PROJECT ADDRESS: 2732 Argonauta St FLOOR AREA: ADU/ Poolhouse -640 SF Deck -428 SF; Porch -300 SF STORIES: 1 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: November 16, 2020 FOREWORD (PLEASE READ): HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/3/20 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2020-2806 November 16, 2020 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. PLANS 1. A reminder that due to Covid-19, the City will not permit counter corrections. Please make sure all the items are satisfied; otherwise, another round of corrections will be necessary. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 4. If there is no complying barrier between the pool and any proposed new doors, please show how compliance with section AV100.2 for pool safety will be achieved (i.e. exit alarm; self-closing, self-latching device with the release at least 54" from the floor, etc.). FIRE PROTECTION 5. Please indicate on the plans whether the existing residence has a fire sprinkler system installed. If so, then provide a note staling that any additions/alterations will be provided with an automatic residential fire sprinkler system. Section R313.2. 6. Show on the plans the locations of the smoke alarms and carbon monoxide alarms, per Section R314: Carlsbad CBR2020-2806 November 16, 2020 FOUNDATION REQUIREMENTS 7. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. 8. If the soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 9. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 10. Show minimum underfloor access of 16" x 24". Section R408.4. 11. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. STRUCTURAL 12. Show the posts for the porch (8 X 8) with footings 2'3" SQ X 12" deep) as called out on pages 3, 8 thru 12 of the structural calculations. References to the framing and the foundation plan show conflicting information. 13. The plans indicate that special inspection will be provided. Please complete the attached City special Inspection form. ELECTRICAL 14. For accessory dwelling unit, show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. 15. Per CEC Article 210.11 (C)1, note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(B), i.e., kitchen and dining areas. Carlsbad CBR2020-2806 November 16, 2020 RESIDENTIAL GREEN BUILDING STANDARDS Revise note 21 under Green Building code to show the following: 16. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush, showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407. ENERGY CONSERVATION 17. When replacing or modifying the mechanical system: If applicable. o If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. o Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. o Note: The CF1 R-AL T-HVAC form may be submitted at the final inspection, ii is not required at initial plan submittal. MISCELLANEOUS 18. Sheet A-1 of the plans shows two cut sections A-A. Please clarify. 19. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 20. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 21. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding Carlsbad CBR2020-2806 November 16, 2020 these plan review items, please contact Error! Reference source not found. at EsGil. Thank you. Carlsbad CBR2020-2806 November 16, 2020 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Abe Doliente BUILDING ADDRESS: 2732 Argonauta St BUILDING OCCUPANCY: R3/U BUILDING AREA PORTION ( Sq. Fl.} ADU/Poolhouse 640 Deck 428 Porch 300 Air Conditioning 640 Fire Sprinklers TOTAL VALUE Jurisdiction Code cb 1997 UBC Building Permit Fee I t:1 '., .... 1997 UBC Plan Check Fee • Valuation Multiplier 141.76 20.03 12.33 5.39 By Ordinance I ·t,i Type of Review: Complete Review D Repetitive Fee · -~ Repeats Comments: D Other □ Hout1y EaGil Fee PLAN CHECK#.: CBR2020-2806 DATE: November 16, 2020 Reg. VALUE ($} Mod. 90,726 8,573 3,699 3,450 106,448 D Structural Only Sheet 1 of 1 SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services SBCIGEO.COM 619-922-3302 To: Mr. Rudy Padilla Subject: Plan Review, Proposed AD/Pool House References: Geotechnical report by, SB Consultants, Inc., "Limited Geotechnical Investigation One-Story Accessory Dwelling Unit and Deck 2730 Argonauta St. Carlsbad, CA. 92009" dated April 24, 2021 Structural plans by Dunn Savoie, Inc., sheets 51-55 "Proposed (N) ADU/Poolhouse, 2730 Argonauta St. Carlsbad, CA. 92009" Revise dated June 1, 2021 Dear Mr. Padilla, Job No. 210409 June 2, 2021 In accordance with the request of Mr. Rhett Savoie, we have performed a plan review of the H referenced plans. Our review was limited to the geotechnical aspects of the plans as they relate to our referenced report. The project plans were found to be in substantial conformance with ·. our geotechnical report · . · ! This opportunity to be of service is appreciated. our office. Respectfully submitted, Principal Engineer, PE If you have any questions, feel free to contact). ,_. -0 CBR2020-2806 2732 ARGONAUT A ST PADILLA: 640 SF DETACHED ADU/1428 SF DECK// 300 SF PATIO COVER 2154001700 6/7/2021 CBR2020-2806 SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services SBCIGEO.COM 619-922-3302 To: Mr. Rudy Padilla Subject: Limited Geotechnical Investigation One-Story Accessory Dwelling Unit and Deck 2730 Argonauta St. Carlsbad, CA. 92009 Dear Mr. Padilla, Job No. 210409 April 24, 2021 In accordance with your request and our proposal dated November 23, 2020, we have conducted a geotechnical investigation at the subject property. The investigation was performed for the proposed accessory dwelling unit (ADU) and deck. The scope of work performed for this investigation was as follows: • Review published geologic maps and relevant geotechnical reports, • Subsurface soil exploration, • Laboratory testing, • Geotechnical analysis and preparation of this report summarizing our findings and conclusions and presenting recommendations for design and construction of building and deck foundations, site grading, and other geotechnical aspects of construction. The investigation was limited to the proposed ADU and deck. SITE AND PROJECT DESCRIPTION The property located at 2730 Argonauta Street Carlsbad, California (see Figure 1). For purposes of this report, the front of the property faces south towards Argonauta Street. The parcel consists of an approximate 23,958 sft trapezoidal lot. The property is occupied by a two-story single-family residence, swimming pool and associated concrete and wood decking. Figure 2 provides a layout of the property. The dimensions of the site, elevations and inclinations of the slopes were performed by manual field mapping techniques and should be considered estimates only. Actual dimensions and Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Page2 Job No. 210409 April 24, 2021 elevations should be established either by performing a topographic survey of the property and/or verified by the general contractor. The lot has been terraced into a moderately sloping, northerly descending hillside with elevations ranging from approximately 524 feet above mean sea level (msl) near the south property line to 500 feet above msl near the northern property line. The existing house is located on the upper terrace near an elevation of 524 feet above mean sea level. The existing pool is on the lower terrace near an elevation of 514 feet above msl. The terraces are transitioned by approximate 2:1 (horizontal to vertical) slopes. Grading was likely performed around the time of the house construction, in the mid 1980's. Vegetation consists of shrubs, a few mature trees, and grasses. The property is bordered to the east and west by similar residential properties, to the north by a vacant lot and Argonauta Street to the south. Drainage is towards the north. The project plans by Mar-Co House Plans and Designs, dated October 27, 2020 indicate that a one-story Accessory Dwelling Unit (ADU) will be constructed along the east side of the pool on the lower terraced pad. The approximate 430 sft wood deck will be situated north of the pool. The ADU will be approximately 21 feet long and 30 feet wide. The ADU will be supported by continuous and isolated foundations and/or piers. The floor will be a suspended raised wood with a portion of the building spanning over the descending slopes. The southern elevation of the ADU will retain approximately 2 feet of soil that is sloped at an ascending 2:1 (H:V) gradient. It is anticipated that the structure will be wood framed with stucco fa~ade. The deck will span over the northerly descending slope and will be supported by piers and/or continuous footings. Grading will be limited to excavation of the foundations for the ADU and deck. SBCI Geoteehnical-Concrete-Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 SUBSURFACE SOIL EXPLORATION Page3 Job No. 210409 April 24, 2021 We conducted the subsurface exploration on April 9, 2021. Our investigation consisted of three hand-excavated test pits at the approximate locations shown on the attached Figure 2. The pits were advanced to a maximum depth of 4 feet and logged by a licensed engineer. Bulk soil samples were obtained for laboratory testing. SUBSURFACE SOIL AND GEOLOGIC CONDITIONS Logs of the test pits are presented on the attached Figure 3. In general, the site is underlain by a layer of undocumented fill overlaying metamorphosed and unmetamorphosed sedimentary and volcanic bedrock. Please note soil conditions between the site may vary and should be confirmed during grading operations. Any required modifications to this report will be provided at that time. The materials are described herein. Undocumented Fill (Qudfl We encountered undocumented fill associated with the previous site improvements in our test pits. The fill extends to a depth of approximately 1 foot near T-1. The fill extends to a depth greater than 4 feet near T-2 and T-3 where rock materials were encountered near the bottom of these two pits and practical refusal was encountered. The fill consists of a brown, damp, loose to medium dense silty sand with rock fragments that are typically less than 6 inches in maximum dimension and a few rock fragments larger than 12 inches. The existing undocumented fill is considered unsuitable for the support of settlement-sensitive improvements. Foundations will be required to extend through the fill soils. The fill has a very low expansion potential {El<21) based on visual examination and tactile manipulation. SBCI Geotechrdcal-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck Z730 Argonauta Street Carlsbad, CA 9Z009 Page4 Job No. Z10409 April Z4, Z0Zl Based on projections of the surrounding topography and T-1, the fill thicknesses at the following locations are estimated: • Near T-1 and T-2 = S feet • Top of existing slope, north side of ADU pad= 7 feet • South side of ADU pad = 3 feet Please note, the estimated fill thicknesses are estimates only and actual fill thicknesses may be more or less. Metamorphosed and Unmetamorphosed Sedimentary and Volcanic Bedrock (Mzu): According to the Digital Geologic Map of the San Diego 30' X 60' Quadrangle, Southern California (Kennedy -Tan, 2008} the site is underlain with Jurassic-aged metamorphosed and unmetamorphosed sedimentary and volcanic bedrock. The bedrock has weathered into a relatively thin residual soil layer over hard rock. Residual Soil: The upper surface of the bedrock has weathered into a reddish-brown to orange-brown, moist, loose to medium dense/stiff silty sand to clayey sand. The residual soils were observed to be approximately 2 feet in thickness at T-1. The clayey portion of the residual soils are anticipated to have a medium expansion potential. The residual materials are not suitable to support proposed structures and improvements in their present condition and foundations will be required to extend through the residual soils. Bedrock: The bedrock consists of a light brown to gray hard rock. Based on the materials encountered at T-1 and local exposures west of the site, the upper surface is fractured with residual soil infilling the joints and is underlain by very dense, hard rock. The hard bedrock was encountered 3 feet below existing grade at T-1. The dense bedrock has a very low expansion potential based on observations and is suited for the support of the proposed improvements. Based on projections of the surrounding topography and T-1, the depth to hard rock at the following locations are estimated: • Near T-1 and T-2 = 6 to 7 feet • Top of existing slope, north side of ADU pad= 8 to 9 feet SBCI Geotechnical-Concrete-Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 • South side of ADU pad= 4 to S feet Page5 Joh No. 210409 April 24, 2021 Please note, the depth to hard rock are estimates only and actual depths to hard rock may be more or less. GROUNDWATER Groundwater was not encountered in the test pits. Groundwater is anticipated greater than 15 feet below grade. Groundwater is not expected to impact site development. It is not uncommon for groundwater or seepage conditions to develop where none previously existed. Groundwater elevations are dependent on seasonal precipitation, irrigation, and land use, among other factors, and vary as a result. A perched water condition should be anticipated near the fill to bedrock contact. Proper surface drainage and irrigation practices will help reduce the potential for a perched water condition. Proper drainage and waterproofing of retaining walls is also necessary. SEISMICITY No major faults are known to traverse the subject site, but it should be noted that much of Southern California, including the San Diego County area, is characterized by a series of Quaternary-age fault zones, which typically consist of several individual en echelon faults that generally strike in a southeasterly -northwesterly direction. Some of these fault zones (and the individual faults within the zones) are classified as active. According to the criteria of the California Division of Mines and Geology {currently California Geological Survey; CGS, 20181), "sufficiently active" fault zones are those which have shown conclusive evidence of faulting during the Holocene Epoch (the most recent 11,700 years). LANDSLIDE POTENTIAL AND SLOPE STABILITY A review of published geologic hazards maps indicates there are no known deep or suspected ancient landslides located on the site. Features typical of slope instability were not observed. Due to the underlying competent materials, deep-seated landslide hazards do not appear to 1 California Geological Survey (CGS), Revised 2018, Earthquake Fault Zones: A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture hazards in California: Special Publication 42. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical lnvestlgation, New One-Story ADU and Deck 2 730 Argonauta Street Carlsbad, CA 92009 present a significant risk to the proposed project. LIQUEFACTION Page6 Job No. 210409 April 24, 2021 Liquefaction typically occurs when a site is located in a zone with seismic activity, onsite soils are cohesionless, groundwater is encountered within 50 feet of the surface, and soil relative densities are less than about 70 percent. If all four previous criteria are met, a seismic event could result in a rapid pore-water pressure increase from the earthquake-generated ground accelerations. Seismically induced settlement is settlement that may occur whether the potential for liquefaction exists or not. The potential for liquefaction and seismically induced settlement occurring within the site soils is considered to be "very low" due to the dense nature of the natural soils. SEICHES & TSUNAMIS Seiches are caused by the movement of an inland body of water due to the movement from seismic forces, and tsunamis are large sea waves caused by submarine earthquakes or volcano eruptions. The potential of seiches to occur is considered to be very low due to the absence of a nearby inland body of water. A tsunami is a series of long period waves generated in the ocean by a sudden displacement of large volumes of water. Causes of tsunamis include underwater earthquakes, volcanic eruptions, or offshore slope failures. The first order driving force for locally generated tsunamis offshore Southern California is expected to be tectonic deformation from large earthquakes. Historically, tsunami wave heights have ranged up to 3.7 feet in the San Diego area. According to the County of San Diego Hazard Mitigation Plan (2010), the largest tsunami effect recorded in San Diego since 1950 was May 22, 1960, which had maximum run-up amplitudes of 2.1 feet (0.7 meters). Wave heights and run-up elevations from tsunamis along the San Diego coast have historically fallen within the normal range of the tides. The County of San Diego Hazard Mitigation Plan (2010) maps zones of possible tsunami inundation for coastal areas throughout the county. The site is not included within one of these high-risk hazard areas. Therefore, we consider the risk of a tsunami hazard at the site to be very low. SEISMIC DESIGN VALUES Seismic design values for the proposed building are presented in the attached Figure 4. SBCI Geotechnical-Concrete-Forenstc Engineering: Services S:lnce 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 CORROSIVITY TO CONCRETE AND METAL Corrosion testing was not performed on the on-site soils. Page7 Job No. 210409 April 24, 2021 Based on our experience, onsite soils should be considered as having negligible sulfate content with respect to exposure to concrete in accordance with the latest revision of ACI 318. The onsite soils are also considered corrosive to buried metals. SBCI is not a corrosion consultant and does not provide recommendation related to corrosion. Laboratory testing should be performed at the completion of grading by the project corrosion engineer to evaluate the corrosion characteristics of the graded soils. CONCLUSIONS AND RECOMMENDATIONS The site is suitable for construction of the proposed improvements, provided the recommendations presented in this report are followed. Grading and foundation recommendations include footing/pier depth, slab section, and steel reinforcing requirements intended to adequately support the proposed ADU and deck. 1. Site Grading and Compaction • Removal of Concrete and Other Debris Concrete, debris, and vegetation should be removed from the site. • Excavation and Soil Characteristics Excavation of the undocumented fill and the residual soils should be possible with moderate effort using conventional heavy-duty equipment. Means and methods for excavation of footings and piers shall be determined by the foundation contractor. Hard rock fragments in the fill and hard bedrock should be anticipated. SBCI GeotechnJcal-Concrete-Fore:DSic En&fneerlng Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Pages Job No. 210409 April 24, 2021 The slightly weathered hard bedrock will likely require breaker bars or other methods for removal. The project's foundation contractor should evaluate the site conditions and determine the means and methods necessary for rock removal and excavation into the dense bedrock. The following factors dictate the need for ripping, rock breaking and rock coring: rock fracture patterns, frequency of boulders, equipment type and condition, and skill of equipment operators. • Filling Compaction The on-site fill soils, are suitable for placement as compacted fill in utility trenches and behind retaining structures, or settlement-sensitive improvements. The natural clayey residual soils are not suited for placement as compacted fill. Imported fill should have a very low expansion index (El<21) and be approved by the engineering firm providing geotechnical services prior to importation. Prior to placing fill, the exposed natural soils should be ripped a minimum of 8 inches, moisture conditioned, or dried back to near the soil's optimum moisture content and recompacted to a minimum of 90 percent relative compaction per the latest revision of ASTM D1557. Organics should be removed from the fill soils. Subsequent fill that is placed above the removal bottom should be placed near the soil's optimum moisture content, in 6-to 8-inch thick loose layers, with each layer compacted by mechanical means to a minimum relative compaction of 90 percent as determined by ASTM D1557. All fill placement and compaction should be performed in accordance with the grading requirements of the City of Carlsbad and should be observed and tested as necessary by the engineering firm providing geotechnical services. Utility trench backfill should be compacted to a minimum of 90 percent relative compaction per ASTM D1557. SBCI Geotechnlcal-Concrete-Forenslc Engl.Deering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Page9 Job No. 210409 April 24, 2021 Recompaction of the on-site soils may result in up to 10 percent shrinkage by volume. Actual shrinkage may be greater. • Temporary Cut Slopes and Excavations Temporary excavations, up to approximately 4 feet in maximum height, are anticipated. Actual cuts may be greater based on the final plans. The stability of temporary slopes should be verified by a representative of the engineering firm providing geotechnical services at the time of excavation. Temporary cut slopes of 4 feet may be excavated vertically. Vertical cuts should not be placed within 4 feet of existing adjacent improvements unless shored or the improvements are temporarily supported. Temporary cut slopes exceeding 4 feet in height should be sloped at 3/4:1 (horizontal to vertical). Care shall be taken not to undermine adjacent improvements by the placement of temporary excavations. The contractor shall be responsible to support and protect existing improvements. No surcharge loads such as stockpiles, vehicles, etc. should be allowed within a distance from the top of temporary slopes equal to the cut slope's height. 2. Footings • Footing Depths and Minimum Dimensions The following foundation recommendations are for the proposed one-story ADU and Deck. Continuous and/or individual spread concrete footings shall extend through the undocumented fill, residual soils and have a minimum depth of 12 inches into the underlying dense bedrock. Footings shall have the following minimum widths: Continuous footings= 15 inches Isolated footings= 18 inches Actual minimum foundation width may need to be wider to allow for rock removal and/or doweling into bedrock. Excavations for the proposed foundations may encounter nonrippable bedrock that cannot be easily removed. In this case, it may be necessary to dowel the foundation to the rock. Site- specific recommendations for doweling should be provided by the engineering firm providing SBCI Geotecbnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Page 10 Job No. 210409 April 24, 2021 geotechnical services and/or structural engineer as these conditions arise and are field inspected. If the foundation is pinned to rock, it must be verified that the rock is stable and "in situ." Foundations cannot be pinned to "loose" surface rock. Footings that are not pinned into hard rock shall be horizontally benched when footings descend slopes. • Allowable Soil Bearing Value Footings supported by dense bedrock may be designed for an allowable, dead plus live load, bearing value of 3,500 psf, with a one-third increase for short-term, wind, or seismic loads. • Lateral Load Resistance An equivalent fluid, passive soil pressure of 200 psf/ft may be used for lateral load resistance for existing fill below a depth of 3 feet from adjacent grade. The upper 3 feet should be omitted. A soil/concrete friction factor of 0.35 may also be used. An equivalent fluid, passive soil pressure of 500 psf/ft may be used for lateral load resistance for dense bedrock. A soil/concrete friction factor of 0.4 may also be used. When combining friction and passive resistance, the passive resistance should be reduced by one-third. • Footing Reinforcing All continuous footings should be reinforced with a minimum of four No. 4 rebars placed two at the top and two at the bottom. Individual footings should be reinforced with a grid of four No. 4 rebars placed near the bottom in two directions supported on concrete blocks. Structural requirements may increase steel recommendations. Foundation walls should be reinforced in accordance with the recommendations of the project structural engineer and requirements for retaining structures as the conditions require. All reinforcing steel should have a minimum of 3 inches of concrete cover. SBCJ Geotechnical-Concrete-Forenaic Engineering Services Shlce 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 • Setbacks Page11 Job No. 210409 April 24, 2021 Footings for structures next to descending fill slopes should extend to a sufficient depth to provide at least 8 feet of horizontal distance from the bottom outer edge of the footings and the face of the slope. • Cleaning of Footing Excavations Footing excavations should be cleaned of loose soils prior to placing reinforcing steel and concrete. • Anticipated Settlements Total and differential building settlements should be less than 1/2-inch for footings designed as above. 3. General Pier Requirements Piers shall extend a minimum of 1.5 feet into dense bedrock. Full time drilling observations should be performed by the engineering firm providing geotechnical services if the pier/caisson diameter is less than 24 inches. Pier reinforcing steel and connecting brackets should be provided by the project structural engineer. The grade beams should have the minimum dimensional and reinforcing requirements as for continuous footings or as designed by the structural engineer. Grade beams not embedded into dense bedrock should be designed to span between piers with piers spaced at a maximum of 8 feet center to center. Structural requirements may decrease the spacing. • Skin Friction and End Bearing Values for Piers Piers may be designed using an allowable skin friction value of 350 psf in fill with the upper 3 feet omitted. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonanta Street Carlsbad, CA 92009 Page 12 Job No. 210409 April 24, 2021 Piers may be designed using an allowable skin friction value of 600 psf in dense natural bedrock. Provided the bottoms of the piers are thoroughly cleaned of loose soils and are embedded a minimum of 1.5 feet into dense bedrock, piers may be designed for an allowable, end-bearing value of 5,000 psf. The skin friction and end bearing values may be increased by one-third for short term, wind, or seismic loads. No down-drag forces need be applied. The weight of the pier concrete need not be included in the foundation design. • Lateral Load Resistance Later load resistance should be designed in accordance with the footing recommendations. The passive soil pressure may be assumed to act against a width of two times the pier diameter. • Cleaning of Pier Excavations Pier excavations should be thoroughly cleaned of loose soils prior to placing reinforcing steel and verified by the engineering form providing geotechnical services. • Setbacks Piers setback requirements should be designed in accordance with the footing recommendations. • Anticipated Settlements Total and differential building settlements should be less than 1/2-inch for foundations designed as above. • Concrete Concrete should have a minimum 28-day compressive strength of 3,000 psi and maximum water to cement ratio of 0.5 (due to permeability requirements). Concrete should be placed, finished, and cured in accordance with ACI guidelines. SBCI Geotechnical-Concrete-Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 4. Inspection of Foundation Excavations Page 13 Job No. 210409 April 24, 2021 All foundation excavations should be inspected and approved by the engineering firm providing geotechnical services prior to placement of reinforcing steel. 5. Exterior Slabs • Concrete patios and walkways should be at least 5 inches thick and reinforced with No. 4 rebars spaced at 16 inches on centers in two directions at the middle of the slab. Patio edges should have a minimum horizontal setback of 5 feet to daylight. • Concrete should be placed, finished, and cured in accordance with ACI guidelines. Concrete should have a minimum 28-day compressive strength of 3,000 psi and maximum water to cement ratio of 0.5. Crack control joint spacing should not exceed 10 feet in any direction for both garage and exterior slabs. Control joints should be scored to a minimum depth of 1.25 inches and be placed within 8 hours of concrete placement. 6. Soil Values and Other Recommendations for Retaining Walls The following soil values may be used for design of the new retaining walls. The following values assume that soils having a very low expansion potential with an expansion index of less than 21 are utilized as backfill within a horizontal distance equal to the height of the retaining structure. • Soil density = 125 pcf • Active equivalent fluid soil pressure = 35 pcf (retaining wall, free to rotation, level backfill, no surcharge from slope or adjacent footings) • Active equivalent fluid soil pressure = 55 pcf (retaining wall, free to rotation, 2:1 sloping backfill, no surcharge from adjacent footings) • At rest equivalent fluid soil pressure = 55 pcf (basement wall, no rotation, level backfill, no surcharge from slope or adjacent footings) • At rest equivalent fluid soil pressure = 75 pcf (basement wall, no rotation, 2:1 backfill, no surcharge from adjacent footings) • Foundation Recommendations for retaining walls should comply with the recommendations for the ADU and deck. SBCI Geotechnlcal.Concrete•Forenalc Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street carlsbad, CA 92009 • Wall Drainage and Moisture-proofing Page14 Job No. 210409 April 24, 2021 The above retaining wall soil values assume the wall will be properly drained. A typical wall drainage schematic is shown on Figure 5. Specifications for Class 2 Permeable Material are also presented on Figure 5. Class 2 Permeable Material is a mixture of sand and gravel and is not the same as Class 2 road base. Gravel and Class 2 materials should be separated from soil with a non-woven filter fabric (such as Mirafi 140N or better). Geocomposites can be used in place of gravel/permeable base. A perforated 4-inch diameter pipe should be placed at the bottom, rear side of the wall and drained at a gradient of at least 0.5 percent to an approved outlet. The drainage pipe should be a minimum of 12 inches below the adjacent finished floor elevation. We recommend SDR-35 PVC pipe or better. All joints should be glued and taped. The pipe should be encased in a filter sock. The drain system behind the wall should collect all drainage water and dispose of it at an approved outlet The project architect or specialty waterproofing contractor should specify the waterproofing detail at the back of the retaining wall. Water stops should be considered at wall to slab interfaces, cold joints and construction joints, as well as connections between existing to new perimeter foundations. For living space, a separation between wood framing and the vertical face of retaining structures is recommended. 7. Drainage, Landscaping, and Erosion Control Surface water should not be allowed to pond next to the building. Finished grades should slope (and be maintained) a minimum of 5 percent away from the building, a minimum distance of 8 feet {where space permits). Surface drains should be installed in planters and yard areas and surface gradients directed and maintained towards the inlets. Roof gutters and downspouts, as well as the surface drains connecting to solid walled outlet pipes, are recommended. Drainage water should not be allowed to run over slope faces and should be discharged to an approved outlet. Drainage pipes should be schedule 40 PVC or SDR 35, solid walled. All joints should be glued and taped. In addition, appropriate erosion-control measures should be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on SBCI Geotechnical-Concrete-Forenaic Engineerlna: Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Page 15 Job No. 210409 April 24, 2021 finished building pad or pavement areas, or running uncontrolled over the tops of newly constructed cut or fill slopes. Appropriate Best Management Practice (BMP) erosion control devices should be provided in accordance with local and federal governing agencies. B. Additional Testing Once final grades are achieved, the following testing should be performed to confirm the assumptions and recommendations made in this report: • Expansion Index • Sub-slab and footing soils should be observed • Minimum resistivity and water-soluble sulfates 9. Review of Building Plans Final structural building plans should be reviewed by SBCI to ensure that they conform with the recommendations presented in this report. 10. Safety It should be noted that the contractor is solely responsible for designing and constructing stable, temporary excavations and may need to shore, slope, or bench the sides of trench excavations as required to maintain the stability of the excavation sides where friable sands or loose soils are exposed. The contractor's "responsible person" as defined in the OSHA Construction Standards for Excavations, 29 CFR, Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety process. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Actual safe slope angles should be verified by the engineering consultant at the time of excavation. SBCI GeoteclmJ.cal-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 LIMITATIONS Page 16 Job No. 210409 April 24, 2021 The recommendations and opinions expressed in this report reflect our best interpretation of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations performed and on the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual conditions not covered in this report that may be encountered during site development should be brought to the attention of the engineering firm providing geotechnical services so that modifications can be made, if necessary. This office should be advised of any changes in the project scope or proposed site grading so that we may determine if the recommendations contained herein are appropriate. It should be verified in writing if the recommendations are found to be appropriate for the proposed changes or our recommendations should be modified by a written addendum. In the performance of our professional services, we comply with that level of care and skill ordinarily exercised by members of our profession currently practicing under similar conditions and in the same locality. The client recognizes that subsurface conditions may vary from those encountered at the locations where our borings, surveys, and explorations are made and that our data, interpretations, and recommendations are based solely on the information obtained by SBCI. We will be responsible for those data, interpretations, and recommendations but shall not be responsible for the interpretations by others of the information developed. This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility. It is the responsibility of the stated client or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the structural engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry out such recommendations during construction. SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Page 17 Job No. 210409 April 24, 2021 This report should be considered valid for a period of two years and is subject to review and possible changes following that time. This opportunity to be of service is appreciated. Respectfully submitted, --------~ >-,:rt C J-'>-'--- Principal Engineer, PE ATTACHMENTS: • Figure 1-Site Location • Figure 2 -Excavation Location Map • Figure 3-Excavation Logs T-1, T-2, T-3 • Figure 4 -Seismic Design Parameters • Figure 5 -Retaining Wall Drainage Schematic SBCI Geotecbnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotecbnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Oceoln&lde North No scale FIGURE 1 VICINITY MAP V1sl,1 San Marcos * -Sp ~ ,/'~ , Escondido 1 ~• • .. ~ ~ "' .. "' ~ PoW.J'/ SITE LOCATION SITE ADDRESS: 2730 Argonauta Street Carlsbad, CA. 92009 SBCI Geotechnical-Concrete-Forenaic EngineerlJ11 Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page18 Job No. 210409 April 24, 2021 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 FIGURE 2 EXCAVATION LOCATIONS EXP ANDED VIEW NO SCALE -... Page 19 Job No. 210409 April 24, 2021 LOCATION OF ---..__--------l20J PROPOSED DECK LJ._J-~-----E] EXISTING POOL LOCATION OF PROPOSED ADU 2730 ARGONAUTA STREET CARLSBAD, CA 92009 SBCI Geotechnical-Concrete-Forena!c Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Depth (ft.) 0-1' 1-2' 2-3' 3-3.5' Depth (ft.) 0-4' 4' FIGURE 3 EXCAVATION LOGS T-1 .-. Assumed Elev -sos ft ms/ uses Description SM SM SC . Fill (Qduf): Brown, damp, medium dense with some loose areas, silty sand with rock fragments, most <6" Weathered Metamorphosed and Unmetamorphosed Sedimentary and Volcanic Bedrock (Mzu): Reddish-brown, damp, medium dense, silty sand with pores and rootlets. Reddish-brown, slightly moist, medium dense/stiff clayey sand to sandy clay Light yellow-brown, damp, very dense rock, few fractures infilled with clayey sand Excavated and backfilled 4/9/21 No groundwater encountered T-2 .-. Assumed Elev -509 ft ms/ uses Description SM . Fill (Qduf): Light yellow-brown, damp, medium dense with some loose areas, silty sand with rock fragments, most <6" Light yellow-brown, damp, very dense rock fragment. Practical refusal encountered Excavated and backfilled 4/9/21 No groundwater encountered SBCI Geotechnical-Concrete-Forenaic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 20 Job No. 210409 April 24, 2021 % Moisture 0-1' = 12.1 2-2.S' = 13.6 2.5-3' = 13.1 3-3.5' = 12.3 % Moisture 2-3' = 11.8 3-3.5' = 12.3 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 Depth (ft.) 0-4' 4' FIGURE 3 EXCAVATION LOGS T-3 Assumed Elev.=510 ft. ms/ uses Description SM Fill (Qduf): Light yellow-brown, damp, medium dense - with some loose areas, silty sand with rock fragments, most <6" Light yellow-brown, damp, very dense rock fragment. Practical refusal encountered Excavated and backfilled 4/9/21 No groundwater encountered SBCI Geotechnical-Concrete-Forenelc Engineering Services Since 2000 5215 La Jolla Hermosa Ave,, La Jolla, CA 92037 Page21 Job No. 210409 April 24, 2021 % Moisture 2-3' = 12.2 3-3.5' = 12.6 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 FIGURE4 Page22 Job No. 210409 Aprtl 24, 2021 Site Coefficients and Spectral/Ground Response Acceleration Parameters s, I o.954 I S1 LATTITUDE: 33.1037249 / LONGITUDE: -117.2443254 Risk Category II Site Class "C" -Very Dense Soil and Soft Rock ASCE 7-16 STANDARD I Fa Fv Sms I Sm1 I Sds Sd1 PGAM I PGA i o.346 I 1.2 1.5 1.134 I o.518 I o.756 0.346 o.494 I 0.412 I SBCI Geotech.ntcal-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU and Deck 2730 Argonauta Street Carlsbad, CA 92009 FIGURES Page23 Job No. 210409 April 24, 2021 RETAINING WALL DRAINAGE SCHEMATIC RETAINING WALL WATERPROOFING MEMBRANE BACKFILL WALL EXCAVATION WITH CAL TRANS CLASS 2 PERMEABLE MATERJAL PLACED TO WITHIN 1 FOOT OF TOP OF WALL 4-INCH DIAMETER, PERFORATED, SCHEDULE 40, PVC PIPE WRAPPED IN MIRAFI FILTER SLEEVE. SLOPE PIPE AT0.5%MIN. TO APPROVED OUTLET. (Pipe to be placed min. 6 in. below elevation of bottom of interior slab) SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL Sieve Size % Passing 1" 100 3/4" 90-100 3/8" 40-100 No.4 25-40 No.8 18-33 No. 30 5-15 No. 50 0-7 No. 200 0-3 SBCI Geotechnlcal-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 «1 ~ CITY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www .cr1rlsbr1dc:;:i .llnv DATE: November 20, 2020 PROJECT NAME: Padilla's ADU/Pool House PROJECT ID: NA PLAN CHECK NO: CBR2020-2806 SET#: Planning ADDRESS: 2730 Argonauta APN: 215-400-17 D This plan check review is complete and has been APPROVED by the Division. By: A Final Inspection by the Division is required □ Yes □ No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. 1:8:J This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: laureanomark@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: ~ ',1' \ i<'.'.:,,J Jason Goff r-, _;:,.,- 760-602-4643 J Jason.Goff@carlsbadca.gov Remarks: □ «1 ~ CITY OF PLANNING DIVISION BUILDING PLAN CHECK REVIEW CHECKLIST P-28 Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.c;:1rlshr1r:kn.12:ov CARLSBAD REVIEW#: 1 2 3 ~□□ ~□□ ~□□ ~□□ ~□□ ~□□ ~□□ Plan Check No.: CBR2020-2806 Address: 2730 Argonauta St. Date: 11/20/2020 Review#: 1 Planner: Jason Goff Phone: (760) 602-4643 APN: 215-400-17-00 Type of Project & Use: ADU Net Project Density: NA Zoning: R-1-15 000 General Plan: R-1.5 Facilities Management Zone:§ CFO (in/out) #_Date of participation: __ Remaining net dev acres: __ (For non-residential development: Type of land use created by this permit: __ ) nj'y u Legend: [gj Item Complete D Item Incomplete -Needs your action Environmental Review Required: YES O NO ~ TYPE Discretionary Action Required: YES O NO~ TYPE __ Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO~ CA Coastal Commission Authority? YES D NOD Habitat Management Plan Data Entry Completed? YES O NO O NIA ~ lnclusionary Housing Fee required: YES □ NO~ Housing Tracking Form (form P-20) completed: YES D NOD N/A D Please complete the attached P-20 Form and return with your next submittal. Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 -Neighborhood Architectural Design Guidelines 1. Applicability: YES O NO ~ Zoning: 1. Primary Building Setbacks: N/A ~ 2. Accessory Dwelling Unit (ADU) setbacks: Front: Interior Side: Rear: Structure separation: 3. Lot Coverage: □ 4. Height: D Additional Comments: Required NA Required 4 ft. Required 4 ft. Required 10 ft. Shown NA in this case Shown >4 ft. Shown >4 ft. Shown > 10 ft. Required 40% (9,583 sfl Shown 17% (4,276 sfl Required 16 ft. max Shown 21 '-3" (approx.) 1. The proposed ADU is exceeding the maximum building height allowed. Please see the attached "Guide to Measuring Building Height" to assist in your redesign of the proposed structure, especially as it relates to building over the existing slope. Please note that "Building height" is limited to the vertical distance measured from "existing grade" (defined: Section 21.04.160) or "finished grade" (defined: Section 21.04.161 ), whichever is lower, at all points along the "building coverage" (defined: 21.04.061) up to a warped plane located at a height, above all points along the "building coverage," that is equal to the height limit of the underlying zone (16 feet max in this case). 2. Please update the slope contours on Sheet A-1 to include the associated contour elevations. 3. Please update the slope contours on Sheet A-1 to extend beyond the edge of the proposed wood deck towards the rear of the property. 4. Where the new 428 sq. ft. deck is proposed extending over the slope, please provide cross sections through the deck and slope to confirm that the new deck is not exceeding 10 feet in height at its highest points above the "finished" or "existing" grade, whichever is lowest. 5. As part of the ADU building permit approval process, a notice of restriction (NOR) must be recorded on the property. For this to occur, the NOR document needs to be signed by the owner, notarized and returned to the City. Please provide a grant deed or title report for the subject property so that the NOR can be prepared by staff. Once received, staff will mail out the NOR to the property owner with instructions. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE P-28 Page 3 of 3 07/11 <<~ ~ CITY Of CARLSBAD GUIDE TO MEASURING BUILDING HEIGHT Development Services Planning Department 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.gov Included below are excerpts from Carlsbad's definition for building height with explanatory graphics and information. Carlsbad Zoning Ordinance Section 21.04.065 -Building height A. "Building height" is limited to the vertical distance measured from "existing grade" (defined: Section 21.04.160) or "finished grade" (defined: Section 21.04.161), whichever is lower, at all points along the "building coverage" (defined: 21.04.061) up to a warped plane located at a height, above all points along the "building coverage," that is equal to the height limit of the underlying zone. All portions of the building shall be located at or below the building height limit, except as provided below. Please see Figure #1 and #2 below for illustrations: HfJGHT J.IMIT HF.IGITT I.IMJT --------------------------------- FIGURE#) CIJT WlADINCi HF.IGHTI l\,lrf r-, ----------------~ FINISHED (;RADE Note: The "warped plane" is an imaginary plane projected parallel to the topography at the height limit of the applicable zoning district. In Figures #1 -4A, the dashed "height limit" line represents the warped plane located at the height limit of the zone. Disclaimer: This handout is intended to be a guide used in conjunction with Carlsbad's Zoning Code. The code contains additional regulations relating to building height and should be consulted for all applicable projects. The graphics included with this guide are intended to demonstrate concepts and do not represent actual architectural designs or all possible topographic situations that may exist on a property. Page 1 of4 Revised 06/1 O llf.lGIITll\-l!T HHc;Hrl.lMll" Hl'IOHTlt:M(T FTNISfn'.ll GR A Of FIGURE#2 FIT .I. C;RAOJ'.'i(i WITH A NONOISCRF.TIONAR\-.l'F.R\HT 21.04.065 Continued: 1. "Building height" includes: a. All portions of a building exposed above the existing grade or finished grade, whichever is lower. This includes, but is not limited to, all portions of exterior walls of a basement, underground parking or other subterranean areas that are exposed above existing grade or finished grade, whichever is lower, and the exposed exterior portion of a basement located on the downhill or uphill side of a building on a sloping lot (Please see Figure #3 below), but does not include the exposed portion of an "underground parking" structure entrance (defined: Section 21.04.370) that is minimally necessary to provide vehicle access to the "underground parking" structure and which is below the existing or finished grade, whichever is lower, of the area that is immediately adjacent to the "underground parking" structure (Please see Figures #4 and #4A below). b. Per Section 21.46.020 of this title, protrusions above the building height limit may be allowed. HEIGHT UY.Hf HEIOHTUMIT 111:IGHT LIMIT HEmHTl.l:vJIT ,1's-===-.-::: I I I .... ~ -J 1 I flNTSltf.D ORADF Cl}T ARFA DA\-'LIOHfUASl:...\.1L ... r r-----------.J I I I • I ------------------------------~ CUT AllA FIGURE#3 1-lUGHl' LlMll' WJ"lll SLOPEU 'TOPOGRAPHY ASO DA YUGHT !JASJ;;Mt::Xf EXISTING GltAl)I'. Notes for Figure #3: For projects that include a basement and are located on a lot with sloping topography, height measurements include the portion of a basement that daylights above its adjacent grade, as height is measured from the lower of existing or finished grade at all points along the perimeter of the building coverage. Note in Figure #3 that the height limit line follows the natural topography as well as the cut grading. Page 2 of 4 Revised 06/10 . ' -~TRf.ET I (;RADE. lM\11:DIATll \' ADJACL!'.'J' TO \'i;HICLI.: ACCESS--- l'ROPl:RTY UNf'. F.XF.'-1PTF.D ARF.A IS SHADF.D HFIGHT U\fff HflGHT I 1"11T FIGURE#4 [Xf:.MPno:,; 1-'0R VEHICLL ACCl:SS TO !.7~01:RGROL ;\I) P ARKl!\G HfJGHTl-lMIT ID1SHf.OGR>ITIJ1. Notes for Figure #4: For projects that include underground parking, the area to be excavated for access to the underground parking is exempt from height measurements. Height should be measured from the nearest grade elevation (lower of existing or finished) that is both immediately adjacent to the underground parking structure and the area of the vehicle entrance. This adjacent grade would be projected over the area to be excavated for the vehicle entrance, and height would be measured from this projected grade. HF.IGHT U\1IT HF.TOHT J, l'.\-llT I GRADF. IMMF.DIATEI.Y ! ADJACENT TO VEHICI.E ! ·-·-·:.·::::::::::::.·::.-.·::.·::: ACCHSS I ........... , ................ ________________ J FIGURE#4A EXEMPTION F'OR VllHICU: ACCESS TO UNDERGROUND PARK.ING HFfGHT 1.1\UT FINISHED GRADE Notes for Figure #4A: The only exempt portion of the building is that which is minimally necessary, reasonable and pertinent to providing vehicle access to the underground parking. An applicant needs to demonstrate how the design meets this requirement. An example of "minimally necessary" would be the width of a driveway and a small distance on either side of the driveway for retaining walls (or possible combination of retaining walls and slope). An example not meeting this requirement would be the excavation of a below grade patio or other outdoor space adjacent to the driveway. Note that if partially subterranean parking does not meet the definition of "underground parking" in Section 21.04.370, then this exemption does not apply. Page 3 of 4 Revised 06/10 • • 21.04.065 Continued: 2. If a discretionary permit for a development or alteration of an existing development is approved, and such approval includes a grading plan that shows a finished grade higher in elevation than the existing grade, then building height may be measured from the approved finished grade. In approving a finished grade through a discretionary permit that is higher in elevation than the existing grade, consideration shall be given to the natural topography of the site. compatibility with the existing grade of adjacent and surrounding properties, and the need to comply with required access, utility and drainage standards. 3. When nondiscretionary permits allow retaining walls. fill or other grading. which create a finished grade higher in elevation than the grade that existed prior to the retaining wall, fill, or grading, then building height shall be measured from existing grade. Notes: The intent of this provision is (1) to allow large projects with highly varied topography to develop mass graded building pads, (2) to encourage building designs that relate to sloping topography as much as possible by following the existing grade (i.e. building mass that "steps down" with sloping topography), and (3) encourage grading to relate to neighboring properties by keeping the grade elevations as similar as possible, especially for infill projects. If a project is proposed that does not require approval of a discretionary permit, it cannot opt to add a discretionary permit in order to obtain authorization to measure height from a higher finished grade. Discretionary permits include those that may be approved by the following decision makers: City Council, Planning Commission, City Planner and certain permits approved by the City Engineer, such as minor subdivisions. Other relevant code sections: 21.04.045 -Basement. 21.04.061 -Building coverage. 21.04.160-Grade, existing. 21.04.161-Grade, finished. 21.04.370-Underground parking. 21.46.020 -Allowed protrusions above height limits. Please view these code sections at www.carlsbadca.gov. Page 4 of 4 Revised 06/1 O DUNN SAVOIE INC. STR UCTU RAL ENl31NEE:RING 90S S cu:v!:LANO ST. OCE.ANSIO!:, CA 9205• 760.966.6:!15~ F'H . 760.966.6:!l!IO ll"X . oeu@eu1111 D!!II.CGM !!:MAIL STRUCTURAL CALCULATIONS FOR RUDY PADILLA ADU/POOL HOUSE ITEM DESIGN CRITERIA DESIGN LOADS KEY PLANS GRAVITY ANALYSIS LATERAL ANALYSIS RETAINING WALLS GUARDWALL ANALYSI 2730 Argonauta St. Carlsbad, CA. 92009 (DSI JOB NO. 20-178.00) (Client: Rudy Padilla) MAY 26, 2021 TABLE OF CONTENTS CBR2020-2806 2732 ARGONAUTA ST PADILLA: 640 SF DETACHED ADU// 428 SF DECK// 300 SF PATIO COVER 2154001700 6/7/2021 CBR2020-2806 PAGE 1 2 3-4 5-32 33-44 45-56 57 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S . CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 F AX: (7 6 0) 966-6360 JOB Rud Padilla ADU/Pool House SHEET NO. CALCULATED BY CHECKED BY SCALE DESIGN CRITERIA CODE: 2018 International Building Code (IBC) 2019 California Building Code (CBC) SEISMIC: Risk Category of Building: II Seismic Design Category: D Sos= I = e 1.00 So,= Fa= 1.0 R= Fv = 1.95 no= T= 0.236 Cd= Seismic Base Shear: \ CP 0.756 0.451 6.50 3.00 4.00 sec V = 1.0E = 0.116 *W V = 0.7E = 0.081 *W (Strength Design) (ASD) Vw/ p=1.3= 0.106 *W ASD Seismic Design Force WIND: WOOD: Basic Wind Speed = Exposure= 110 B MPH CONCRETE:ACI 318-14 (3-sec Gust) MASONRY: NOS 2018 MSJC 2013 STEEL: AISC 14TH EDITION FOUNDATION CRITERIA PER SB CONSULTANTS, INC: Job. No. 210409 ALLOWABLE SOIL BEARING CAPACITY LATERAL BEARING PRESSURE COEFFICIENT OF FRICTION SHORT TERM INCREASE RETAINING WALL CRITERIA SOIL DENSITY EQUIVALENT FLUID PRESSURE -RET. WALL LEVEL BACKFILL EQUIVALENT FLUID PRESSURE -RET. WALL 2:1 SLOPE EQUIVALENT FLUID PRESSURE-BASEMENT WALL LEVEL BACKFILL EQUIVALENT FLUID PRESSURE -BASEMENT WALL 2:1 SLOPE 3500 PSF 200 PSF/FT 0.35 1.33 125 PCF 35 PSF/FT 55 PSF/FT 55 PSF/FT 75 PSF/FT OF DATE 5/21 DATE JOB# 20-178.00 DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 DESIGN LOADS 0.25:12 x slope Roof factor DEAD LOADS (osf) 1.015 Built Up Roof 6 6.1 3/4" Plvwood 2.5 2.5 11 7/8 TJI c@ @24" o/c 2.3 2.3 lnsul 1.0 1.0 5/8" Gvo B (Ceilinq) 2.8 2.8 ME&P 1.0 1.0 Miscellaneous 1.2 l: Dead Load 17.0 Live Load 20.0 Floor DEAD LOADS (osf) Floor Topping 20 3/4" Plvwood 2.5 2x8 FJ c@ 16" o/c 2.2 lnsul 1.0 5/8" Gyp B (Ceiling) 2.8 ME&P 1.0 Miscellaneous 1.5 l: Dead Load 31.0 Live Load 40.0 !Guardrail 15 plf Wood WALLS Interior Exterior DEAD LOADS {PST) {PST) Stucco 10.0 El Dorado Veneer 15.0 5/8" Gyp 5.6 2.8 1 /2" Plvwood 1.5 2x4 c@ 16"o.c. 1.1 1.1 Batt Insulation 0.8 Miscellaneous 1 .J 0.8 l: Dead Loads 8.0 32.0 JOB SHEET NO. CALCULATED BY CP DATE 10/20 CHECKED BY DATE SCALE JOB# 20-178.0 Deck DEAD LOADS (psf) T rex Decking 2.5 2x8 joists @ 16" o/c 2.2 ME&P 1.2 Miscellaneous 1.1 l: Dead Loac 7.0 Live Load 60.0 l.1S x 11.81& TL OUTRIOOER CD---- 0---- '32/lb) APA • b" o.c., E.N. ACROSS -cl. D :::b 1.1S x 11.81& TL OUTRIGGIER • 1 FT o.c. ~ Q ::t rJ_ ~ r = )( "' "" sw-\A. 12' § (lcZ>' NET) w BATHROOM 4x4 POST ECCQ44 4x4 POST ECCQ44 m l.1S x 11.81& TL RIM ill CL. I I 12, SW-e\ @ (E) DECK TO REMAIN EDGE OF DECX EXT. EDGE OF ~IL B 1'--4' ' ~ i ~ ~ (E) CONCRETE POOL DECK ~ ! ' Q .. -8'-6' 3 b<6 lJIEX ~ DECX'G I-I.I (2) '8 x 2' DECX ~ EA J6T (WIIO P6F ALLQl,j LIY1: LOAD • 16' 6PANJ !"ER E!R-3168 (I-~ F1A'Tf:D) I i 21'-"4' (f)'• -~--@ I 1A '&,4 ! \ \ \ \ \ \ ' ,.. )( Ill "I Ill \ TYPICAL FLOOR FL 'TWP TO eE 23/32' (32/16) .APA F1ATED 61-EATMING ~ ll)d 5.N. , E.N. • 6' o.c., F.N. • 12' O.C., ,u,,i Lot,li:i DIMEN810N Aail:?66 JOl&Te • &TGR. JOINT& TL FL eM i ti) ! tO )( FS \ u.. ~ 2x8 FL.Ft T • 16' O.C. \ \ (N) ADU -tD 1,.l... ii \ u! \ F. \ ~ \ )( (E) GARDEN FtEPLACc EXl&lNIG i.ETANING 1-1AL1. -~.:::.I..O..::..E,...:::>-}:-- 1 • __ (f)'4_0_;_E_C_K_!=_~_A_M_IN_a._F'_I.._A_N __ (c) MEMBER REPORT Roof, Roof: Joist 1 piece(s) 11 7 /8" TJI® 210 @ 24" OC Overall Length: 36' 2 1/2" l""""'.'"-~~------....,-- + 0 I I II II • • .. .. I I .. II 10' 21' All locations are measured from the outside face of left support (or left cantilever end). All dlmenSlons are horizontal. Dellan Results Aeblll.Lomtlon Mow9II ---LDF Load:Collllllllldloa (Pall:am) Member Reaction (lbs) 1594 @ 12' 9 1/4" 2682 (3,50") Passed (59%) 1.25 1.0 D + 1.0 Lr (AdJ Spans) Shear (lbs) 875@ 12' 11" 2069 Passed {42%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Moment (Ft-lbs) -3080 @ 12' 9 1/4" 4744 Passed (65%) 1.25 1.0 D + 1.0 Lr {Adj Spans) Live Load Defl. (In) 0.379 @ 24' 3 7/8" 0.710 Passed (l/674) --1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (In) 0.685 @ 24' 4 3/16" 1.065 Passed (l/373) --1.0 D + 1.0 Lr {Alt Spans) , Deflection oiterla: u (l/360) and n (l/2◄0). • Overhang deflection criteria: U (2l/360) and TL (2l/2◄0). , Allowed moment does not reflect the adjustment for the beam stability factor. I I I I • • @l , Permanent bracing at third points In the bad< span or a direct applied ceiling over the entire back span length Is required at the Rlght end of the member. See literature detail (PBl) for clartficat!on. a..tnal.allglll a-,.tD-..et(IIJI) SUpports 1'Cll8I ....... ....... .,.. ai-ru. TClbil IILUIIII 1 • Beveled Plate • SPF 7.50" 7.50" 3.50" 131 227 358 Blocking 2 -Stud wall • SPF 3.50" 3.50" 3.50" 728 867 1595 Blocking 3 -Stud wall -SPF 3.50" 3.50" 3.50" 373 443 816 Blocking , Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. 1..--~~~, ...... Wllwll ◄' 5" o/C Bottom Edge (Lu) ◄' 2" o/C , TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing lnteivals based on applied load. Vertical Load l.acellCIII( ... ) $plldng 1 -Uniform (PSF) 0 to 36' 2 1/2" 2◄" w Dad lloafU.. (O.IO) ,--s.D) Cla■ ·-17.0 20.0 Default Load PASSED 5 + 0 System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0.25/12 Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other waminties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of rerord, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blodcs) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accorclance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Cody Purcell OSI Engineering (760) 48◄-1937 Job Notes 10/26/2020 4:47:47 PM lJTC ForteWEB v3.0, Engine: VB.1.4.2, Data: VB.0.0.0 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: File = U:ICW60V2-V'IShared\2BUFUB-GIENGl20-178.00 -Padila Pool House.ec6 . SOllwllAI copyright ENERCALC, INC. 1983-2018, Buld:10.18.12.12 . Description : HDR1 -Header at Entrance -3.5 x 11.875 RL L CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties • • I Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 3,100.0psi 3,100.0psi 3,000.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Roseburg : RigidLam L VL 2.0E Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.221 ~ Lr(0.26) 3.5x11 .875 Span = 16.0 ft 750.0psi 290.0psi 2,100.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,056.96ksi Density 41.830pcf 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0170, Lr = 0.020 ksf, Tributary Width = 13.0 ft, (15.: DESGNSUM RY Design OK Maximum Bending Stress Ratio = 0.594 1 Maximum Shear Stress Ratio 0.347: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 2,299.84psi fv : Actual = 125.68 psi FB : Allowable = 3,875.00psi Fv : Allowable = 362.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.000ft Location of maximum on span = 15.066ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.394 in Ratio= 486>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.748 in Ratio= 256>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 [ Maximum Forces & Stresses for Load Comt>lnations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj c, Cm Ct CL M fb F'b V fv F'v -+0-+H 0.00 0.00 0.00 0.00 Length = 16.0 ft 0.390 0.228 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.46 1,087.14 2790.00 1.65 59.41 261.00 -+0-+l-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 0.351 0.205 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.46 1,087.14 3100.00 1.65 59.41 290.00 -+0-+lr-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 0.594 0.347 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.78 2,299.84 3875.00 3.48 125.68 362.50 -+O+S-+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 0.305 0.178 1.15 1.000 1.00 1.00 1.00 1.00 1.00 7.46 1,087.14 3565.00 1.65 59.41 333.50 -+0-+-0. 750Lr-+-0. 750L +H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 0.515 0.301 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.70 1,996.66 3875.00 3.02 109.12 362.50 -+0-+-0. 750L-+-O. 750S+1-t 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Description : HDR1 -Header at Entrance -3.5 x 11.875 RL Load Combination Segment Length Length = 16.0 ft -+0-+0.60W-++-t Length = 16.0 ft -+0-+0.750Lr-+0.450W-+f-t Length = 16.0 ft -+0-+0.750S-+0.450W-++-t Length = 16.0 ft -+0.60D-+0.60W-+0.60H Length= 16.0 ft -+0-+0.70E-+0.60H Span# Length = 16.0 ft 1 -+0-+0.750L-+O. 750S-+0.5250E-++-t Length = 16.0 ft 1 -+0.60D-+0.70E-+f-t Max Stress Ratios M V 0.305 0.178 0.219 0.128 0.403 0.235 0.219 0.128 0.132 0.077 0.219 0.128 0.219 0.128 Length = 16.0 ft 1 0.132 0.077 [ Overall Maximum Deflections Load Combination Span -+04..r-+H 1 Cd C FN Ci Cr 1.15 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 Max. '-• Defl Location in Span 0.7477 8.058 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: l File= U:\CW60V2-VIShared\2BUFUB--G\ENGl20-178.00-Padila Pool House.ec6 ERCALC, INC. 1983- Moment Values Shear Values C t CL M lb F'b V Iv F'v 1.00 1.00 7.46 1,087.14 3565.00 1.65 59.41 333.50 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 7.46 1,087.14 4960.00 1.65 59.41 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 13.70 1,996.66 4960.00 3.02 109.12 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 7.46 1,087.14 4960.00 1.65 59.41 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 4.48 652.28 4960.00 0.99 35.65 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 7.46 1,087.14 4960.00 1.65 59.41 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 7.46 1,087.14 4960.00 1.65 59.41 464.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 4.48 652.28 4960.00 0.99 35.65 464.00 Load Combination Max.'+' Defl Location in Span 0.000 Vertical Reactions Support notation : Far left is #1 0.0000 Values in KIPS Load Combination erall imum Overall MINimum -+0-+H -+04..-+f-t -+04..r-++-t -+O+S-++-t -+0-+0.750Lr-+0. 750L-+f-t -+0-+0.750L-+O. 750S-++-t -+0-+0.60W-++-t -+0-+0.750Lr-+0.450W-+f-t -+0-+0.750S-+0.450W-+f-t -+0.60D-+0.60W-+0.60H -+0-+0. 70E-+0.60H -+0-+0. 750L-+0.750S-+0.5250E+H -+0.60D-+O.?OE +H D Only Lr Only L Only SOnly WOnly EOnly H Only Support 1 3.945 2.080 1.865 1.865 3.945 1.865 3.425 1.865 1.865 3.425 1.865 1.119 1.865 1.865 1.119 1.865 2.080 Support 2 . 5 2.080 1.865 1.865 3.945 1.865 3.425 1.865 1.865 3.425 1.865 1.119 1.865 1.865 1.119 1.865 2.080 DI OUNN -AVCJ•K IND. ....... UD"T'U~ KN•IN••-- -0-•• CIL.•vat-AMD ...... aas• ... ••a•• ctA ••-=-• ... .,.a.•••·•••• ....... 7ac.•••••••e1 .,.....,. a••Cll>•u• ....... aaM Description : HDR2 -Header at Bath Door -4x4 CODE REFERENCES Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 8 Project Descr: File= U;\Cody PurcelM,llared\20-178,00 • Rudy Padilla Pool House\ENG\20-178.00 -Padilla Pool House.ec6 . Software co~right ENERCALC, INC. 1983-2018, Buffd:10.18.12.12 . . • I Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir -Larch Wood Grade : No.2 Fb+ Fb - Fc -Prll Fe -Perp Fv Ft 875psi E : Modulus of Elasticity 875 psi Ebend-xx 1300ksi 600 psi Eminbend -xx 470ksi 625psi 170 psi 425psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 31.21 pcf D(0.25925) Lr(0.305) 4x4 Span = 2.0 ft --, Service loads entered. Load Factors will be applied for calculations. ._J..___ ______________________ _ Beam self weight calculated and added to loads Uniform Load : D = 0.0170, Lr= 0.020 ksf, Tributary Width = 15.250 ft, (Roof DESIGN SU Y Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection [ _Vertical Reactions Load Combination Overall MAXimum Overall MINimum -+O+H -+O+L+H -+O+Lr+H -+O+S+H -+0-+-0. 750Lr+Q. 750L +H -+0-+-0. 750L-+-O. 750S+H -+0-+-0.60W+H -+0-+-0.750Lr-+-0.450W+H +D-+-0.750S+0.450W+H +0.60D-+-0.60W-+-0.60H = = = = 0.290 1 Maximum Shear Stress Ratio 4x4 Section used for this span 476.00psi fv : Actual 1,640.63psi Fv : Allowable +D+Lr+H Load Combination 1.000ft Location of maximum on span Span# 1 Span # where maximum occurs 0.007 in Ratio= 3532>=360 0.000 in Ratio= 0<360 0.013 in Ratio= 1900 >=240 0.000 in Ratio = 0 <240 Support notation : Far left is #1 Support 1 0.567 0305 0.262 0.262 0.567 0.262 0.491 0.262 0.262 0.491 0.262 0.157 Support 2 0.567 0.305 0.262 0.262 0.567 0.262 0.491 0.262 0.262 0.491 0.262 0.157 Design OK = 0.234: 1 4x4 = 49.66 psi = 212.50 psi +D+Lr+H 1.715ft = Span# 1 Values in KIPS It CUNN --VC:IIIC INCi. •-r..UCl'T"U......._ EN-INll:11:-• -c::,-•· cu ... a:v.:. .......... E>o •T. -................. CIA ••co•~ .,,..a.••••••--...... '7-Cl•--•••aac, r""'• .,.., ........... , . .,..,. ..... Wood Beam 1,11 ' Description : HDR2 -Header at Bath Door. 4x4 Vertical Reactions Load Combination <0..0.70E..0.60H -----~· <0..0.750L ..0.750$..0.5250E+H ..0.60D..0.70E+H D Only Lr Only L Only S Only WOnly E Only HOn~ Support 1 0.262 0.262 0.157 0.262 0.305 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 9 Project Descr: File: U:\Cody Purcetr.Shared\20.-178.00-Rudy PadHla Pool House\ENG\20-178.00 • Pa:iKla Poot House.ec6 . Software hi ENERCALC, INC. 1983-2018, a,1~:10.18.12.12 . . . ' ' . Support notation . Far left is #1 Support2 0.262 0.262 0.157 0.262 0.305 Values In KIPS [II CU-N --VCIIIC INC. • ...-uE>"ru..-..... 11:..,..,..,. ..... -C,--• C,L_,...,_._.._..,.o:,, -T• _.., • ...,.,..,.,. •. a.-.. ••a•◄ ?•1:;1•••••••.,.e --· .,..a.•••·•••a frK • .,.., •• u ...... , .... .,, ... Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 10 Project Descr: Wood Beam FIie = U:\Cody Purool~Shared\20-.178.00 • Rudy Padilla Pool House\ENG\20-178.00-Pat~la Pool House._ec6 . Soflw,.. right ENERCALC, INC 1983-2018, lluld:10.18.12.12 , 1,11 ' ' . Description : HDR3 -Header at Grids 1/4 Windows -4x4 (Longest Span) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc-Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.034 Lr O 04 4x4 Span= 4.0 ft 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticfty Ebend-xx 1,300,0ksi Eminbend -xx 470.0ksi Density 31.210pcf 1 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0170, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (Roof DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions ·---·---~--~--------Load Combination Overall MAXimum Overall MINimum '°'"' ..0->l ..+i ..0->lr..+i ..O+S..+i ..0-<-0.750Lr-<-0.750L ->ii ..0-<-0.750L-<-0.750S..+i ..0-<-0.60W..+i ..0-<-0.750Lr-<-0.450W..+i ..0-<-0.750S-<-0.450W..+i -<-0.60D-<-0.60W-<-0.60H 0.15?. 1 4x4 257.45psi 1,640.63psi +D+Lr+H 2.000ft Span# 1 ------- Maximum Shear Stress Ratio Section used for this span Iv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.014 in Ratio= 0.000 in Ratio= 0.027 in Ratio = 0.000 in Ratio = 3367>=360 0<360 1757 >=240 0<240 Support notation · Far left is #1 = = Values in KIPS Design OK 0.076 : 1 4x4 16.17psi 212.50 psi +D+Lr+H 3.723 ft Span# 1 -----------------Support 1 0.153 0.080 0.073 0.073 0.153 0.073 0.133 0.073 0.073 0.133 0.073 0.044 Sup po rt 2 0.153 0.080 0.073 0.073 0.153 0.073 0.133 0.073 0.073 0.133 0.073 0.044 II DUNN •-vcuc INC. --.--uOTU ........... 11:N-tNa:a ... •a-•· c:u ... a:...,.,._,..._.o -...-. c::;IDKAN-•O•• D .... __ Q_ ... "7•CJ••••••••e _..,., .,..a.•••·•••o ..--. ., ............... , .... .,,,- Wood Beam I ,11 • Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 l l Project Descr: File= U:\Cody Purcell\Shared\20-178.00 -Rudy Padilla Pool House\ENG\20..178.00 • Padilla Pool House.ec6 . SoftwarecopyrightENERCALC, INC. 1983-2018, Bulld:10.18.12.12 . . . . • I Description : HDR3 -Header at Grids 1/4 Windows -4x4 (Longest Span) Vertical Reactions Load Combination ->D..0. ?OE ..0 .60H ->D..0.750L ..0.750S..0.5250E+H ..0.60D..O.?OE+H D Only Lr Only LOnly SOnly WOnly E Only H Only Support 1 0.073 0.073 0.044 0.073 0.080 Support notation: Far left is #1 Support 2 0.073 0.073 0.044 0.073 0.080 Values in KIPS II C>uN ..... •-vc::ua: IND- -~ .... ~U...-.L ---•---.. --CJ--• CILat...,.L..--D -T• C:U::l•AN•tD•• c,.-,.. --=---"7•CJ• ............. ---7•c-••---••a ..-,.., ao•,GP•u .. ••••·cu::,,... Wood Beam , .... Description : HDR4 -Header at Gnd 1 · 8' Window CODE REFERENCES Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: File= U:\Cody Purcell\Shared\20-178.00 • Rudy Padllla Pool House\ENG\20-178.00 • PadWla Pool House.ec6 . Soflwan, copyright ENERCALC, INC. 1983-2018, BuM:10.18.12.12 . . . ' . . Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.2 Fb+ Fb- Fc -Prll Fe· Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ' D(0.034t Lr(0.04) £ 4x6 Span= 8.0 ft 875.0 psi 875.0psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E : Modulus of Elasticffy Ebend-xx 1,300.0ksi Eminbend. xx 470.0ksi Density 31.210pcf ' ' 1 _ Appllttd Loads _ ~ __ _ Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Un~om, Load : D • 0.0170, Lr• 0.020 ksf, Tributary Width• 2.0 ft, (Roof DESIGN SUMMARY i Maximum Bending Stress Ratio i Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions ------------·------Load Combination overall MAXimum overall M1Nlmum .O+H .O+L+H .O+Lr+H +O+S+H .O-o-0.750Lr-o-0.750L +H .O-o-0.750L-o-0.750S+H .O-o-0.60W+H .O-o-0.750Lr-o-0.450W+H .O-o-0.750S-o-0.450W+H -o-0.600-o-0.60W-o-0.60H • 0.299: 1 4x6 425.29psi 1,421.88 psi +D+Lr+H Maximum Shear Stress Ratio Section used for this span fv: Actual 4 000ft Span# 1 0 .059 in Ratio • 0 .000 in Ratio • 0.115 in Ratio• 0.000 in Ratio• Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1633>•360 0<360 835>•240 0<240 Support notation: Far left is #1 Support 1 0.313 0.160 0.153 0.153 0.313 0.153 0.273 0.153 0.153 0.273 0.153 0.092 Support 2 0.313 0.160 0.153 0.153 0.313 0.153 0.273 0.153 0.153 0.273 0.153 0.092 • Values in KIPS Design OK 0.102: 1 4x6 21.70psi 212.50 psi +D+Lr+H 7.562ft Span# 1 [Ii l:>U-N •-v~,c 1-D- -T .. UCTU~ EN•oNs• .. • -a• -• c:u .... va:o.....,.,..,. -..-. c:=iaa ....... ,.,.., DA ••c::1•-?'•c••••·•••e •-· -raa.•••••a•a ..-.... o••<IIP•u .. .,. ..... oa- Wood Beam 1,11 ' Description : HDR4 -Header at Grid 1 -8' Window Vertical Reactions Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: FIie = U:\Cody Purcell\Shared\20-178,00-Rody Padi~a Pool House\ENG\20-178.00 · Pa:lilla Pool House.ec6 . Software copyrlghtENERCALC, INC. 1983-2018, Bulld:10.18.12.12 , . . ' • • Support notation: Far left is #1 Values in KIPS Load Combination ~---------------------~--~-------------------------Support 1 Support 2 +0-<-0.70E-<-0.60H +0-<-0.750L-<-0.750S-<-0.5250E<H -<-0.60D-<-0.70E<H D Only Lr Only L Only son~ WOnly E Only H Only 0.153 0.153 0.153 0.153 0.092 0.092 0.153 0.153 0.160 0.160 Ii DUNN --vc::u-= , ..... a. •-,--uc::,-ru...-.... -=-••N••-• •ci• •· c:::u,_11:..,..L-. .... D -..-. Project Title: Padilla Pool House/ADU Clas ............. Cl ..... __ Cl_ .... .,,.a.•••·•••-...... 7•Cl•·--•---CII ""M• ....... u ............. .... Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:\Cody Purcell\Shared\20-178.00-Rudy Padilla Pool House\ENG\20-178.00 -PadHla Pool House.ec6 . Software co rlgh!ENERCALC,INC.1983-2016,Bulld:10.18.12.12. ,,,, . . . . ' . Description : FJ1 -2x8 Floor Joists@16" o/c CODE REFERENCES -----------------------------·· --------------------------------- Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7 -16 Fb + Fb- Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.04123 L 0.0532 2x8 Span= 10.50 fl 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of E/asticffy Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31 .210 pcf Repetitive Member Stress Increase Ap_plled_ Load_s -~----____ S_e_rv_i_ce_l_oa_d_s_e_n_te_re_d_. _Lo_a_d_F_a_ct_o_rs_w_il_l b_e_a_p_p_lie_d_f_or_c_a_lc_u_la_tio_n_s_. Unttorm Load : D = 0.0310, L = 0.040 ksf, Tributary Width = 1.330 ft, (Floor DESIGN SUMMARY r Maximum Bending Stress Ratio - Section used for this span ' fb: Actual FB : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall MINimum <IJ..+-1 <IJ<l ..+-1 <IJ<lr..+I <IJ+S..+-1 <IJ->-0.750Lr->-0.750L .+I <ll->-0.750L ->-0. 750S..+i <ll->-0.60W..+I <ll->-0.750Lr->-0.450W..+I <IJ->-0.750S->-0.450W..+I ->-0.60D->-0.60W->-0.60H <IJ->-0.70E->-0.60H 0.79?. 1 2x8 1, 188.40 psi 1,490.40psi +D+L+H 5.250ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.202 in 0.000 in 0.359 in 0.000 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 623 >=360 0<360 351 >=240 0<240 Support notation Far left is #1 Support 1 0.496 0.279 0.216 0.496 0.216 0.216 0.426 0.426 0.216 0.216 0.216 0.130 0.216 Support 2 0.496 0.279 0.216 0.496 0.216 0.216 0.426 0.426 0.216 0.216 0.216 0.130 0.216 Values in KIPS Design OK 0,448 : 1 2x8 60.89 psi 136.00 psi +D+L+H 0.000ft Span# 1 11 0UNN --VCIIIS: INg. •-r-,..c-ru........._ -=-••-•• .. • -Cl•-• CIIL. • ..,...._ ... ._.D •T• Cl-=>•-N•tP•• OA ••a•◄ '7'ACl••••••••e .-.... '7'aCl•••••-••a ,..,.., .... ,@ ............ , .• ::11::,- Wood Beam I ,II ' Description : FJ1 -2x8 Floor Joists@ 16' o/c Vertical Reactions Load Combination +0->-0.750L->-0.750S->-0.5250E+H ->-0.60D->-070E+H D Only Lr Only L Only S Only WOnly E On~ H Only Support 1 0.426 0.130 0.216 0.279 Project Title: Padilla Pool House/ADU Engineer: CP \5 Project ID: 20-178.00 Project Descr: File= U;\Cody Purcell\Shared\20-178.00-Rudy Padilla Pool House\ENG\20-178.00. Padilla Pool House.ec6 . Soflware copyright ENERCALC, INC.1983-2018, Bulkl:10.18.12.12 . . . . • • Support notation: Far left is #1 Values in KIPS Support 2 0.426 0.130 0.216 0.279 -------- Project Title: Padilla Pool House/ADU Ii DUNN -AVClllK: 1 .... 11,:1. -~ua-ru--..... _,,.._,,..•""'""• -CJ--• 0~ ....... ._.._ .... D -...-• C1a•A-••c:>•• a,._ ••c:i•• .,..a.••••••-e ...... . .,.•-=-·•••••••a ... ,... -••CS•u .......... ,:::u::o- Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:\Cody Purcell\Shared\20-178.00 • Rudy Padilla Pool House\ENG\20-178.00 -Padma Pool House.ec6 . Software oopyrlght ENERCALC. INC. 1983-2018. Bulld:10.18.12.12 . t,11 ' . . . • • Description : FB1-5.25x11.8752.1E PWT CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Pacific Wood Tech : Versa Lam 3100 Fb + Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing · Beam is Fully Braced against lateral-torsional buckling 3,100.0psi 3,100.0psi 3,000.0psi 850.0 psi 285.0psi 2,100.0psi E : Modulus of Elasticity Ebend-xx 2, 100.0ksi Eminbend -xx 1,036.83ksi Density 41. 760 pc( Repetitive Member Stress Increase D(0.3255) L(0.42) ' D(0.3255) L(0.42) ' ' ' ' ' ' l ~ 5.250 X 11.875 ~ 5.250 X 11.875 ¼ Span= 14.60 ft Span= 14.60 ft _ Applied Loads __ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0310, L = 0.040 ksf, Tributary Width= 10.50 ft, (Floor Load tor Span Number 2 Uniform Load: D = 0.0310, L = 0.040 ksf, Tributary Width= 10.50 ft, (Floor DESIGN SUMMARY rMaximum Bending Stress Ratio Section used for this span fb: Actual 0.761. 1 5.250 X 11.875 1,978.68psi 2,579.20psi +D->l +H, LL Comb Run (LL) Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 14.600ft Span# 1 0.208 in Ratio= -0.092 in Ratio= 0.308 in Ratio= -0.038 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 840>=360 1908 >=360 568>=240 4671 >=240 Design OK 0.656 : 1 5.250 X 11.875 149.66 psi 228.00 psi +D->l +H, LL Comb Run (LL) 13.621 ft Span# 1 Vertical Reactions Support notation Far left is #1 Values in KIPS ---------===::...::. __ _ Load Combination Support 1 Support 2 Support 3 Overall MAXimum -------------''"'4~_5~54---'.:.13~_9-35--'-"-4_-554------------------------ 0verall MINimum 2.300 7 .665 2.300 +D->ti 1.881 6.270 1.881 +D->l+H,LLCombRun('L) 1.498 10.103 4.564 +D->l+H, LL Comb Run (L') 4.564 10.103 1.498 +D->l+H,LLCombRun(LL) 4.181 13.935 4.181 +D+lr->ti, LL Comb Run ('L) 1.881 6.270 1.881 +D+lr->ti, LL Comb Run (L ') 1.881 6.270 1.881 11 DUNN •-vc:111.:: , .... a. •-r....uc:rru~ ..... , ..... .,.. -c,--• C::OL.tE.....,&...-. ....... -T• ~ ................. c,,.. --c,-~ "7•c:::ii••••••••e ..... . "7-C,• .. ··••--0 ... K. o ................ :u::,, ... Wood Beam l,tl ' Description : FB1·5.25x11.8752.1E PWT Vertical Reactions Load Combination +04.r+H. LL Comb Run (LL) +O+S+H +0<-0.750Lr<-0.750L +H, LL Comb Run(' +0<-0.750Lr+0.750L +H, LL Comb Run (L +0<-0.750Lr<-0.750L+H, LL Comb Run (L +0+0.750L<-0.750S+H, LL Comb Run ('L +0<-0.750L +0.750S+H, LL Comb Run (L' +0<-0. 750L +O. 750S+H, LL Comb Run (LL +0<-0.60W+H +0<-0.750Lr<-0.450W+H, LL Comb Run(' +0<-0.750Lr<-0.450W+H, LL Comb Run (L +0+0.750Lr<-0.450W+H, LL Comb Run (L +0<-0.750S+0.450W+H <-0.60D<-0.60W<-0.60H +0+0.70E<-0.60H +0+0.750L +0.750S+0.5250E+H, LL Comb +0<-0.750L <-0.750S<-0.5250E+H, LL Comb +0<-0.750L <-0.750S<-0.5250E+H, LL Comb <-0.60D+0.70E+H D Only Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L ') L Only, LL Comb Run (LL) son~ WOnly E Only HOnly Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: File= U:\Cody Purcell\Sha-ed\20-178.00 • Rudy Padilla Pool Housa\ENG\20-178.00 -PadUJa Pool House.ec6 . Software copyright ENERCALC, INC. 198J..2018, Bu.ild:10.18.12.12 . . . . • I Support notation : Far left is #1 Values in KIPS --------------------------------------Support 1 1.881 1.881 1.594 3.893 3.606 1.594 3.893 3.606 1.881 1.881 1.881 1.881 1.881 1.129 1.881 1.594 3.893 3606 1.129 1.881 -0.383 2.683 2.300 Support 2 Support 3 6.270 6.270 9.145 9.145 12.019 9.145 9.145 12.019 6.270 6.270 6.270 6.270 6.270 3.762 6.270 9.145 9.145 12.019 3.762 6.270 3.832 3.832 7.665 1.881 1.881 3.893 1.594 3.606 3.893 1.594 3.606 1.881 1.881 1.881 1.881 1.881 1.129 1.881 3.893 1.594 3.606 1.129 1.881 2.683 -0.383 2.300 Project Title: Padilla Pool House/ADU Engineer: GP Project ID: 20-178.00 Project Descr: Wood Beam Flle = U:\CW6OV2--Y\Shared\2BUFUB-G\ENG\20-178.00-Paclilla Pool House.ec6 . - Software copyright ENERCAlC, INC.1983-2018, B~ffd:10.18.12.12 , 1.11 • Description: FB2 · 3.5x9.5 PWT -Grid C CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . . . •• Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fe-Prll 3,100.0 psi 3,100.0psi 3,000.0 psi E : Modulus of Elasticffy I Wood Species : Boise Cascade Fe -Perp Wood Grade : Versa Lam 3100 Fv Ft Beam Bracing · Beam is Fully Braced against lateral-torsional buckling 850.0 psi 285.0 psi 2,100.0psi 0(1.865 Lr(2.08) D(0.212i Lr(0.25) . D(O. 56) 1 uQ.00931 l U0.079 II • • ""· ,v . . •{ .·· ' .. ~~ 3.5x9.5 Span= 9.50 ft Ebend-xx 2, 100.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf : ------. • . . • I ~ ~ . _ Applied Loads_ Service loads entered. Load Factors will be applied for calculations. ------------ Beam self weight calculated and added to loads Uniform Load: D = 0.0310, L = O.Q40 ksf, Tributary Width= 5.20 ft, (Floo( Uniform Load : D = 0.0070, L = 0.060 ksf, Tributary Width = 1.330 ft, (Deck Point Load: D = 1.865, Lr=2.080k@1.50ft, (HDR1: Unrrorm Load: D = 0.0320 ksf, Extent= 1.50 -» 9.50 ft, Tributary Width= 8.0 ft, (Wall Uniform Load : D = 0.0170, Lr= 0.020 ksf, Extent= 1.50 --» 9.50 ft, Tributary Width = 12.50 ft, (Roof . DESIGN SUMMARY·. _ __ __ . _____________ _ !Maximum Bending Stress Ratio 0.862 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 2,673.72psi Iv: Actual FB: Allowable = 3, 100.00psi Fv: Allowable Load Combination +D-.l +H Load Combination Location of maximum on span 4.507ft Location of maximum on span Span# where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.139 in Ratio= 0.000 in Ratio= 0.449 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations -~ --' ----------- Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN c, c, Cm +D+H Length= 9.50 ft 0.694 0.680 0.90 1.000 1.00 1.00 1.00 +0->L+H 1.000 1.00 1.00 1.00 Length= 9.50 ft 0.862 0.794 1.00 1.000 1.00 1.00 1.00 +0->Lr+H 1.000 1.00 1.00 1.00 Length= 9.50 ft 0.756 0.818 1.25 1.000 1.00 1.00 1.00 817 >=360 0<360 253 >=240 0<240 C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M lb 8.50 1,936.75 11.73 2,673.72 12.85 2,929.78 •J41H,i•J; ::: 0.845 : 1 3.5x9.5 = 301.03psi 356.25 psi +D+0.750Lr+0.750L +H = 0.000ft = Span#1 Shear Values F'b V fv 0.00 0.00 0.00 F'v 0.00 2790.00 3.87 174.45 256.50 0.00 0.00 0.00 0.00 3100.00 5.01 226.22 285.00 0.00 0.00 0.00 0.00 3875.00 6.46 291.46 356.25 Wood Beam I ,II Description : FB2 -3.5x9.5 PWT -Grid C Load Combination Max Stress Ratios Segment Length Span# M V +D+S+H Length = 9.50 ft 0.543 0.532 +D+O. 750Lr+O. 750L +H Length= 9.50 ft 0.833 0.845 +D+0.750L +0.750S+H Length= 9.50 ft 0.698 0.651 +D+0.60W+H Length= 9.50 ft 0.390 0.383 +D+0.750Lr+0.450W+H Length= 9.50 ft 0.540 0.575 +D+0.750S+0.450W+H Length = 9.50 ft 0.390 0.383 +0.60D+0.60W+0.60H Length = 9.50 ft 0.234 0.230 +D+0.70E+0.60H Length= 9.50 ft 1 0.390 0.383 +D+0.750L +O. 750S+0.5250E+H Length= 9.50 ft 1 0.502 0.468 +0.60D+0.?0E+H Length= 9.50 ft 1 0.234 0.230 Overall Maximum Deflections ·------------ Load Combination +0+0.750Lr+0.750L +H Vertic:al Reactions Load Combination Overall MAXtmum overall MINimum +D+H +D+L +H +D+Lr+H +D•S+H +D+0.750Lr+O. 750L +H +D+0.750L +0.750S+H +0+0.60W+H +0+0.750Lr+0.450W+H +0+0.750S+0.450W+H +O .60D+0 .60W+O .60H +D+0.70E+0.60H +0+0.750L +0.750S+0.5250E+H +0.60D+0. 70E+H DOnly Lr Only L Only sonly WOnly E Only H Only Span 1 Cd C FN 1.000 1.15 1.000 1.000 1.25 1.000 1.000 115 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 1.000 1.60 1.000 Max.•.• Defl 0.4489 C; c, 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 location in Span 4.646 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: Padilla Pool House/ADU 1q Engineer: CP Project ID: 20-178.00 Project Descr: FIie = U:\CW60V2-V\Sha-ed\2~UFUB--G\ENG\20.178.00 -Palila Pool tiouse.ec6 . Sollwan, ht ENERCALC, INC. 198J..2018, Build:10.18.12.12 . .. ' • Moment Values Shear Values Ct CL M lb F'b V fv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 8.50 1,936.75 3565.00 3.87 174.45 327.75 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 14.17 3,229.78 3875.00 6.67 301.03 356.25 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 10.92 2.489.30 3565.00 4.73 213.27 327.75 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 8.50 1,936.75 4960.00 3.87 174.45 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 11.76 2,680.75 4960.00 5.81 262.20 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 8.50 1,936.75 4960.00 3.87 174.45 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 5.10 1,162.05 4960.00 2.32 104.67 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 8.50 1,936.75 4960.00 3.87 174.45 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 10.92 2,489.30 4960.00 4.73 213.27 456.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 5.10 1,162.05 4960.00 2.32 104.67 456.00 Load Combination Max. "+" Oefl Location in Span 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 6.975 1.367 4.004 5.371 6.598 4.004 6.975 5.030 4.004 5.950 4.004 2.403 4.004 5.030 2.403 4.004 2.594 1.367 Support 2 5.460 1.367 3.320 4.687 4.806 3.320 5.460 4.345 3.320 4.435 3.320 1.992 3.320 4.345 1.992 3320 1.486 1.367 ■ 0UNN --VC::,tlE IND. •~u.,....u~ -=~••-••.,.• -C>--· c:111 ........................... . Cla•---•-=-•• OA ••a• ... ?'AClo•-•••••e •-• -r•a••••·•••a ....... ., .......... , ..... c:, ... _ Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 20 Project Descr: Woo.dBeam File= U:\COdy Purcell\Shared\20-178.00-Rudy Padlna Pool House\ENG\20-178.00 -PadUa Pool House.ec6 . I ol t • Description : FB3-3.5x11.875 PWT CODE REFERENCES Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Boise Cascade : Versa Lam 2800 Fb + Fb - Fe-Prn Fe-Perp Fv Ft Soflwareco htENERCALC,INC.1983-2018,Sulld:10.18.12.12. 2,800.0 psi 2,800.0 psi 3,000.0 psi 750.0 psi 285.0 psi 2,100.0 psi • • E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41. 760pcf Beam Bracing · Beam is Fully Braced against lateral-torsional buckling D 0.1785 Lr 0.21 3.5x11.875 3.5x11.875 Span = 9.50 II Span= 3.0 ft Span= 11.50ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unfform Load: D = 0.03!0, L = 0.D40 ksf, Tributary Width= 5.0 ft, (Floor' Unfform Load: D = 0.0320 ksf, Tributary Width= 8.0 ft, (Wall; Uniform Load : D = 0.0170, Lr= 0.020 ksf, Tributary Width = I0.50 ft, (Roof Point Load : E = -2.670 k @ 9.0 ft, (Uplift) Load for Span Number 2 Uniform Load : D = 0.0310, L = 0.040 ksf, Tributary Width= 5.0 ft, (Floor' Uniform Load: D = 0.0320 ksf, Tributary Width= 8.0 ft, (Wan; Uniform Load: D = 0.0170, Lr= 0.020 ksf, Tributary Width= 10.50 ft, (Roof Load for Span Number 3 Uniform Load: D = 0.0310, L = O.D40 ksf, Tributary Width= 5.0 ft, (Floo( Uniform Load : D = 0.0320 ksf, Tributary Width = 8.0 ft, (Wan; Uniform Load: D = 0.0170. Lr= 0.020 ksf, Tributary Width= 10.50 ft, (Roof ------------------. DESIGN SUMMARY -~~-- Maximum Bending Stress Ratio Section used for this span fb: Actual 0.525: 1 3.5x11.875 1,470.36psi 2,800.00psi +O+L+H 3.000ft Span# 2 Maximum Shear Stress Ratio Section used for this span fv: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.047 in -0.004 in 0.203 in -0.017 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2947 >=360 9391 >=360 680 >=240 2169 >=240 = Design OK 0.596 : 1 3.5x11.875 169.97 psi 285.00 psi +O+L+H 3.000ft Span# 2 II DUNN -AVCIIIC IND. -..--ucrru.......,_ -=-••N•• .. • -Cl--• CIL.--L ...... D -T• C11:1•.-. ... •1D•• CIA. ••a• .... '7ACl.••••••ae ~ .... "7.c:;,, ............. a .,.,.._ ................ 1.00 ... Wood:Beam I ,II ' Description : FB3 -3.5x11.875 PWT Vertical Reactions _____________ _ Load Combination Support 1 Overclll MAXimum 3.616 Overall MtNimum 0.041 ;{)->lj 2.393 ;{)<l.->lj 3.189 .O<l.r->lj 3.228 -O+S+H 2.393 .0..0.750Lr..0.750L <jj 3.616 .0..0.750L ..0.750S<jj 2.990 .0..0.60W<jj 2.393 .0..0.750Lr..0.450W<jj 3.020 .0..0.750S..0.450W<jj 2.393 ..0.60D..0.60W..0.60H 1.436 .0..0.70E..0.60H 2.364 .0-0.70E..0.60H 2.422 .0..0.750L <-0.750S<-0.5250E<jj 2.968 .0..0.750L ..0.750S-0.5250E<jj 3.011 ..0.60D..0.70E<jj 1.407 ..0.60D.Q.70E<jj 1.464 DOnly 2.393 Lr Only 0.835 LOnly 0.796 S On~ WOnly EOnly -0.041 EOnly'-1.0 0.041 H Only Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 2\ Project Descr: Fl~ • U:\Cody Purcel!Sllllred\20-178.00 -Rudy Pactila Pool House\!;NG\20-178.00 • Podila Pool liouse.ecil . Soft,,are.CQpylig\l ENE~GALe. INC. 1P83-2018, ~ulld:10.18.12.12 . . . . • • Support notation: Far left is #1 Values in KIPS Support 2 Support 3 Support4 5.525 9.177 4.232 2.978 -0357 0.009 3.171 6.073 2.801 4.225 8.092 3.732 4.278 8.193 3.778 3.171 6.073 2.801 4.792 9.177 4.232 3.962 7.587 3.499 3.171 6.073 2.801 4.001 7.663 3.534 3.171 6.073 2.801 1.903 3.644 1.680 1.087 6.323 2.795 5.256 5.823 2.807 2.398 7.774 3.495 5.525 7.399 3.503 -0.182 3.894 1.674 3.987 3.394 1.686 3.171 6.073 2.801 1.107 2.120 0.978 1.054 2.019 0.931 -2.978 0.357 -0.009 2.978 -0.357 0.009 1.1.. This sheet left blank. This sheet left blank. Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:\CW60V2-V\Shared\2BUFi.JB-G\ENG\20-178.00-PadiRa Pool House.ec6 . SoftwOle. copyrighltNERCJ>.,C, INC. 1983':1()18, Build:10, 18:12.'2 . •••• • Description. DJ1 -2x6 Deck Joists@ 16" o/c CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . . . ' . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing £ : Douglas Fir-Larch : No.1 Fb- Fc-Prll Fe. Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.00931~ L{0.0798) 2x6 Span = 8.50 n Ebend-xx 1,600,0ksi Em·1nbend. xx 580.0ksi Density 31.210 pcf Repetitive Member Stress Increase • l _ ~plied Loads __ _ ______ _ Service roads entered. Load Factors will be applied for calculations. Unform Load : D = 0.0070, L = 0.060 ksf, Tributary Width = 1.330 ft, (Deck DESIGN SUMMARY -=====-~~-------------! Maximum Bending Stress Ratio I Section used for this span · fb: Actual I I I FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection --------- 0,633: 1 2x6 1,277.00psi 2,018.25psi +D+L-tl, 4.250ft Span# 1 Maximum Shear Stress Ratio Section used for this span Iv: Actual 0.283 in 0.000 in 0.316 in 0.000 in Ratio= Ratio= Ratio= Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum oocurs 360 >=360 0<360 322 >=240 0<240 Maximum F_<>rces & Stresses for L_o_acj_~<>rnbinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb +D+H Length= 8.50 ft 0.073 0.042 0.90 1.300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 +D+l+H 1.300 1.00 1.15 1.00 1.00 1.00 Lenglh = 8 .50 ft 0.633 0.364 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.80 1,2TT.OO +D+lr+H 1300 1.00 1.15 1.00 1.00 1.00 Length= 8.50 ft 0.053 0.030 1.25 1300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 +D+S+H 1300 1.00 1.15 1.00 1.00 1.00 Length = 8.50 ft 0.057 0.033 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 +D<-0.750Lr<-0.750L +H 1.300 1.00 t.15 1.00 1.00 1.00 Length = 8.50 ft 0.393 0.226 1.25 1.300 1.00 1.15 1.00 1.00 t.00 0.62 991.10 +D<-0.750L <-0.750S+H 1300 1.00 1.15 1.00 1.00 1.00 Length= 8.50 ft 0.427 0245 1.15 1.300 1.00 1.15 1.00 1.00 1.00 0.62 991.10 F'b 0.00 1816.43 0.00 2018.25 0.00 2522.81 0.00 2320.99 0.00 2522.81 0.00 2320.99 Design OK V 0.00 0.04 0.00 0.34 0.00 0.04 0.00 0.04 0.00 0.26 0.00 0.26 0.364 : 1 2x6 61.82 psi 170.00 psi +D+l -tJ, 0.000ft Span# 1 Shear Values fv F'v 0.00 0.00 6.46 153.00 0.00 0.00 61.82 170.00 0.00 0.00 6.46 212.50 0.00 0.00 6.46 195.50 0.00 0.00 47.98 212.50 0.00 0.00 47.98 195.50 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam FIie = U:\CW60V2-V\Shared\2BUFU!HilENG\20-178.00-Padila Poo House.ec6 . Sollwn coj,ynghtINEl'!C~LC. INC.19~2018. Bulkf:1.0.18:12.12. I ol I • . . . • • Description : DJ1 -2x6 Deck Joots@ 16" o/c Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci c, C rn C I CL M fb F'b V Iv F'v +O-o-0.60W+H 1300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.041 0.024 1.60 1300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 3229.20 0.04 6.46 272.00 +D-o-0.750Lr-o-0.450W+H 1300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.041 0.024 1.60 1300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 3229.20 0.04 6.46 272.00 +D-o-0.750S-o-0.450W+H 1300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 0.041 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 3229.20 0.04 6.46 272.00 -o-0.60D-o-0.60W-o-0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length • 8.50 ft 0.025 0.014 1.60 1300 1.00 1.15 1.00 1.00 1.00 0.05 80.05 3229.20 0.02 3.88 272.00 +D-o-0.70E-o-0.60H 1300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.041 0.024 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.08 133.42 3229.20 0.04 6.46 272.00 +D-o-0. 750L -o-0.750S-o-0.5250E+H 1300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.307 0.176 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.62 991.10 3229.20 0.26 47.98 272.00 -o-0.60D-o-0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.025 0.014 1.60 1.300 1.00 1.15 1.00 1.00 1.00 0.05 80.05 3229.20 0.02 3.88 272.00 Overall Maximum Deflections_ Load Combination Span Max.•.• Defl Location in Span Load Combination Max."+" Defl Location in Span ~~~--------~---==---~=-----~ -----------+04. +H 1 0.3164 4.281 0.0000 0.000 Vertl.cai Reactions __ ___ Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 _OV_e_ra_ll_MA-Xi-m-um------------~0~.37-9·-...:.:,o~.3~79 _______________________ _ overall MINirnurn 0.339 0.339 +D+H 0.040 0.040 +04. +H 0.379 0.379 +04.r+H 0.040 0.040 +D+S+H 0.040 0.040 +O-o-0.750Lr-o-0.750L +H 0.294 0.294 +D-o-0.750L -o-0. 750S+H 0.294 0.294 +O-o-0.60W+H 0.040 0.040 +D-o-0.750Lr-o-0.450W+H 0.040 0.040 +D-o-0.750S-o-0.450W+H 0.040 0.040 -o-0.60D-o-0.60W-o-0.60H 0.024 0.024 +D-o-0.70E-o-0.60H 0.040 0.040 +D-o-0.750L-o-0.750S-o-0.5250E+H 0.294 0.294 -o-0.60D-o-0.70E+H 0.024 0.024 D Only 0.040 0.040 Lr Only L Only SOnly WOnly E Only H Only 0.339 0.339 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:ICW60V2-V\Sharedl28UFUB--G\ENG\20-178.00 -Padila Pool House.ec6 . $ofiw.,. CQ ht ENERCALC, INC. 1983-2018, SuUd:10. 18.12.12 . ,.,, . Description : DJ2 -2x8 Deck Joisls @ 16" o/c CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties . -. ' . Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 1,350.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.1 Fe -Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.00931 L 0.0798 2xB Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Repetitive Member Stress Increase D(O 03) D 0.00931 L 0.0798 Fe·• ' 2x8 Span = 8 750 ft Span = 2.0 ft r--~~~~~~~~~-~~~ 1 _ Applied Loads _ _ Load for Span Number 1 Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0070, L = 0.060 ksf, Tributary Width = 1.330 ft, (Deck Load for Span Number 2 Uniform Load: D = 0.0070, L = 0.060 ksf, Tributary Width= 1.330 ft, (Deck Point Load : D = 0.030 k@ 2.0 ft, (GuardwaII: DESIGN SUMIIIARY - I Maximum Bending Stress Ratio Section used for this span I fb: Actual = 0.398 1 2x8 743.28psi 1,863.00 psi +D+L +H, LL Comb Run (L•) Maximum Shear Stress Ratio Section used for this span fv: Actual I FB : Allowable Load Combination Location of maximum on span Span# where maximum occurs = 4.253ft Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 1 0.139 in Ratio= -0.101 in Ratio= 0.147 in Ratio= -0.100 in Ratio= Maximum Forces & Stresses for Load Combinations ----------. ---------·-------- Load Combination Max Stress Ratios - Segment Length Span# M V Cd C FN Ci Cr Cm <0->li Leng1h = 8.750 ft 0.043 0.040 0.90 1.200 1.00 1.15 1.00 Length = 2.0 ft 2 0.043 0.040 0.90 1.200 1.00 1.15 1.00 <O+L+H, LL Comb Run (•L) 1.200 1.00 1.15 1.00 Length= 8.750 ft 1 0.117 0.125 1.00 1.200 1.00 1.15 1.00 Length = 2.0 ft 2 0.117 0.125 1.00 1.200 1.00 1.15 1.00 <O+l +H, LL Comb Run (L •) 1.200 1.00 1.15 1.00 Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 753 >=240 474>=240 714 >=180 478>=180 Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb 0.08 71.80 0.08 71.80 0.24 217.54 0.24 217.54 Design OK = 0.296 : 1 2x8 = 50.32 psi = 170.00 psi +D+L +H, LL Comb Run (LL) = 8.163ft Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1676.70 0.04 6.10 153.00 1676.70 0.04 6.10 153.00 0.00 0.00 0.00 0.00 1863.00 0.15 21.30 170.00 1863.00 0.15 21.30 170.00 0.00 0.00 0.00 0.00 Project Title: Padilla Pool House/ADU J-7 Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:ICW60V2~V\Shared\2BUFUB-G\ENG\20-178.00 -Pa:liHa Pool House.ec6 . Soflwa,e copyriglt ENERCALC, INC. 1983-2018, Bul~:10.18.12.12 . I ,II .. • • Description : DJ2 -2x8 Deck Joists@ 16' o/c Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C; c, Cm Ct CL M lb F'b V fv F'v Length= 8.750 ft 1 0.399 0.281 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.81 743.28 1863.00 0.35 47.80 170.00 Length= 2.0 ft 2 0.039 0.281 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 1863.00 0.04 47.80 170.00 -04. +H, LL Comb Run (LL) 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.362 0.296 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.74 673.81 1863.00 0.36 50.32 170.00 Length= 2.0 ft 2 0.117 0.296 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.24 217.54 1863.00 0.15 50.32 170.00 -04.r+H, LL Comb Run ('L) 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 Length= 2.0 ft 2 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 -04.r+H, LL Comb Run (L') 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 Length = 2.0 ft 2 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 -04.r+H, LL Comb Run (LL) 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 Length= 2.0 ft 2 0.031 0.029 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 6.10 212.50 -0.S+H 1.200 1.00 115 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.034 0.031 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2142.45 0.04 6.10 195.50 Length = 2.0 ft 2 0.034 0.031 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2142.45 0.04 6.10 195.50 -,0.,{J750Lr<-0.750L+H, LL Comb R1 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.Q78 0.082 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2328.75 0.13 17.46 212.50 Length= 2.0 ft 2 0.Q78 0.082 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2328.75 0.13 17.46 212.50 -0<-0.750Lr<-0.750L +H, LL Comb R1 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.244 0.176 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.62 569.06 2328.75 0.27 37.38 212.50 Length= 2.0 ft 2 0.031 0.176 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2328.75 0.04 37.38 212.50 -0<-0.750Lr<-0.750L +H, LL Comb RI 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.222 0.185 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.57 517.27 2328.75 0.28 39.27 212.50 Length = 2.0 ft 2 0.Q78 0.185 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2328.75 0.13 39.27 212.50 -0<-0.750L<-0.750S+H, LL Comb RL 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.085 0.089 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2142.45 0.13 17.46 195.50 Length = 2.0 ft 2 0.085 0.089 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2142.45 0.13 17.46 195.50 -0<-0.750L <-0.750S+H, LL Comb RL 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.266 0.191 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.62 569.06 2142.45 0.27 37.38 195.50 Length = 2.0 ft 2 0.034 0.191 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2142.45 0.04 37.38 195.50 -0+0.750L +0.750S+H, LL Comb RL 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.241 0.201 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.57 517.27 2142.45 0.28 39.27 195.50 Length= 2.0 ft 2 0.085 0.201 1.15 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2142.45 0.13 39.27 195.50 -0+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length = 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 +0..0.750Lr+0.450W+H, LL Comb F 1.200 1.00 115 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length= 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 -0+0.750Lr<-0.450W+H, LL Comb F 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length= 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 -0+0.750Lr+0.450W+H, LL Comb F 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length = 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 -0+0.750S<-0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 1 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length= 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.014 0.013 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 43.08 2980.80 0.03 3.66 272.00 Length = 2.0 ft 2 0.014 0.013 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 43.08 2980.80 0.03 3.66 272.00 -0+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.750 ft 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 Length = 2.0 ft 2 0.024 0.022 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 6.10 272.00 -0+0.750L+0.750S+0.5250E+H, LL 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 8.750 ft 1 0.061 0.064 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2980.80 0.13 17.46 272.00 Length = 2.0 ft 2 0.061 0.064 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2980.80 0.13 17.46 272.00 -0+0.750L+0.750S+0.5250E+H, LL 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam I ,fl ' Description : DJ2 • 2x8 Deck Joists@ 16' o/c Load Combination Max Stress Ratios Segment Length Span# M V Length= 8.750 ft 1 0.191 0.137 Length = 2.0 ft 2 0.024 0.137 +0<-0.750L <-0.750S<-0.5250E+H, LL Length= 8.750 ft 1 0.174 0.144 Length = 2.0 ft 2 0.061 0.144 <-0.60D<-0.70E+H Length= 8.750 ft 0.014 0.013 Length = 2.0 ft 2 0.014 0.013 Overall Maximum Deflections Load Combination Span +0"< +H, LL Comb Run (L') . Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+H +0"< +H, LL Comb Run ('L) +0"< +H, LL Comb Run (L') +O'"-+H, LL Comb Run (LL) +D"<r+H, LL Comb Run ('L) +D"<r+H, LL Comb Run (L') +D"<r+H, LL Comb Run (LL) +O+S+H +0<-0.750Lr<-0.750L+H, LL Comb Run(' +0<-0.750Lr<-0.750L+H, LL Comb Run (L +0<-0.750Lr<-0.750L +H, LL Comb Run (L +0<-0.750L <-0.750S+H, LL Comb Run ('L +0<-0.750L <-0.750S+H, LL Comb Run (L' +0<-0.750L<-0.750S+H, LL Comb Run (LL +0..0.60W+H +0<-0.750Lr<-0.450W+H, LL Comb Run(' +0<-0.750Lr<-0.450W+H, LL Comb Run (L +0<-0.750Lr<-0.450W+H, LL Comb Run (L +0<-0.750S<-0.450W+H <-0.60D<-0.60W<-0.80H +0<-0.70E<-0.60H +0<-0.750L <-0.750S<-0.5250E<ti, LL Comb +0<-0.750L <-0.750S<-0.5250E<ti, LL Comb +0..0.750L <-0.750S<-0.5250E+H, LL Comb <-0.60D<-0.70E<ti D Only Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr On~. LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L') L Only, LL Comb Run (LL) S Only WOnly E Only H Only 1 2 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: File= U:\CW60V2-V\Sharect\2BUFUB-G\ENG\20-178.00. Padilla Pool House.ec6 . Sollwarfcopy htENERCALC, INC 198;.2018,8ul~:10.18.12.12. . . . ' . Moment Values Shear Values Cd C FN C; Cr Cm Ct CL M fb F'b V Iv F'v 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.62 569.06 2980.80 0.27 37.38 272.00 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.08 71.80 2980.80 0.04 37.38 272.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.200 1.00 115 1.00 1.00 1.00 0.57 517.27 2980.80 0.28 39.27 272.00 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.20 181.11 2980.80 0.13 39.27 272.00 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 43.08 2980.80 0.03 3.66 272.00 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.05 43.08 2980.80 0.03 3.66 272.00 Max. • -• Defl Location in Span Load Combination Max. "+" Oefl Location in Span 0.1470 4.351 0.0000 0.000 0.0000 4.351 L Only, LL Comb Run (L') -0.1010 2.000 Support notation: Far left is #1 Values in KIPS Support 1 0.381 0.331 0.032 0.014 0.381 0.363 0.032 0.032 0.032 0.032 0.018 0.294 0.280 0.018 0.294 0.280 0.032 0.032 0.032 0.032 0.032 0.019 0.032 0.018 0.294 0.280 0.019 0.032 -0.018 0.349 0.331 Support 2 Support 3 0.625 0.527 0.098 0.276 0.447 0.625 0.098 0.098 0.098 0.098 0.232 0.360 0.494 0.232 0.360 0.494 0.098 0.098 0.098 0.098 0.098 0.059 0.098 0.232 0.360 0.494 0.059 0.098 0.178 0.349 0.527 i i I Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam FIie = U:\CW60V2-V\Shared\2BUFUB-G\ENG\20-178.00 ~ Padila Pool Hoose.ec6 . I ,II ' Description : D81 -4x10 Deck Beam Worst Case -R5.24.21 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ' 4x10 Span= 9.50 ft Software copy. ht ENERCALC, INC. 1983-2018, Bufld:10.18.12.12 . . . . 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi • • E : Modulus of Elasticffy Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf ' I ) ' I ~J>lled Loads_ Service loads entered. Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Unifonm Load: D = 0.0070, L = 0.060 ksf, Tributary Width= 4.20 ft, (Deck: Varying Uniform Load: D= 0.0070->0.0070, L= 0.060->0.060 ksf, Extent= 0.0 --» 9.10 ft, Trib Width= 2.50->4.20 ft, (Deck) ~D=E=S=IG=N~SU=M=MA=R=Y~--------·-··-·-· _ .. i Maximum Bending Stress Ratio ---------- 1 Section used for this span 1 fb: Actual L_ FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.861: 1 4x10 1,395.56psi 1,620.00psi +D+L-+ti Maximum Shear Stress Ratio Section used for this span fv: Actual 4.819ft Span# 1 0.227 in Ratio= 0.000 in Ratio = 0.257 in Ratio = 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 502 >=360 0<360 444 >=240 0<240 Maximum Forces & Stresses for Load Combinations ---~·-··~---·---·- Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci c, Cm Ct CL M fb <D+H Length= 9.50 ft 0.112 0.074 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 <D<l+H 1.200 1.00 1.00 1.00 1.00 1.00 Length• 9.50 ft 0.861 0.575 1.00 1.200 1.00 1.00 1.00 1.00 100 5.80 1,395.56 <D<lr+H 1.200 1.00 1.00 1.00 1.00 1.00 Length= 9.50 ft 0.080 0.054 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length= 9.50 ft 0.087 0.058 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 = F'b 0.00 1458.00 0.00 1620.00 0.00 2025.00 0.00 1863.00 Design OK V 0.00 0.25 0.00 2.11 0.00 0.25 0.00 0.25 0.575 : 1 4x10 97.75 psi 170.00 psi +D+L-+ti 8.737ft Span# 1 Shear Values fv 0.00 F'v 0.00 11.37 153.00 0.00 0.00 97.75 170.00 0.00 0.00 11.37 212.50 0.00 0.00 11.37 195.50 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.D0 30 Project Descr: Wood Beam File = U;\CW60V2-V\Shared\28UFUB-G\ENG\20-178.00 • PadiNa Pool 1-touse.ec6 . Software co hi ENERCALC, INC. 1983,2018, Bulld:10.18.12.12 . I ol I ' . . . ' I Description · D81 . 4x10 Deck Beam Worst Case. R5.24.21 load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C; c, Cm CI CL M lb F'b V fv F'v +0<-0.750Lr<-0.750L +H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.537 0.358 1.25 1.200 1.00 1.00 1.00 1.00 1.00 4.52 1,087.38 2025.00 1.64 76.15 212.50 +0<-0.750L <-0. 750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.584 0.390 1.15 1.200 1.00 1.00 1.00 1.00 1.00 4.52 1,087.38 1863.00 1.64 76.15 195.50 +0<-0.60W->H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.063 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 2592.00 0.25 11.37 272.00 +0<-0.750Lr<-0.450W->H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.063 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 2592.00 0.25 11.37 272.00 +0<-0.750S<-0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.063 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 2592.00 0.25 11.37 272.00 <-0.60D<-0.60W<-0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 0.038 0.025 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.71 2592.00 0.15 6.82 272.00 +0<-0.70E<-0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 1 0.063 0.042 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.68 162.85 2592.00 0.25 11.37 272.00 +0<-0. 750L <-0. 750S<-0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.420 0.280 1.60 1.200 1.00 1.00 1.00 1.00 1.00 4.52 1,087.38 2592.00 1.64 76.15 272.00 <-0.60D<-0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 ft 1 0.038 0.025 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.71 2592.00 0.15 6.82 272.00 Overall Maximum Deflections ----·-·"'·----"' ----Load Combination Span Max.•.• Defl location in Span Load Combination Max."+" Defl Location in Span +O<l+H 0.2566 4.785 0.0000 0.000 Vertical Reactions Load Combination Support notation: Far left is #1 Values in KIPS Overall MAXimum Overall MINimum +O+H +O<l+H +O<lr->H +D+S+H +0<-0.750Lr<-0.750L +H +0<-0.750L <-0.750S->H +0<-0.60W->H +0<-0.750Lr<-0.450W+H +0<-0. 750S<-0.450W+H <-0.60D<-0.60W<-0.60H +0<-0.70E<-0.60H +0<-0.750L <-0.750S<-0.5250E->H <-0.60D<-0.70E->H D Only Lr Only L Only S Only WOnly E Only H Only Support 1 2.351 2.076 0.276 2.351 0.276 0.276 1.832 1.832 0.276 0.276 0.276 0.165 0.276 1.832 0.165 0.276 2.076 Sup po rt 2 2.431 2.147 0.284 2.431 0.284 0.284 1.894 1.894 0.284 0.284 0.284 0.170 0.284 1.894 0.170 0.284 2.147 -------------------- Project Title: Padilla Pool House/ADU 3\ Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam File= U:\CW60V2-\f\Shared\2BUFUB-G\ENG\20.178.00 • PadiUa Pool House.ec6 . Softwa!ll copy!ght ENERCALC, INC. 1!!83-2018, Bul~:10. 18. 12.12 . I ,II ' . . . ' . Description : D82 -4x6 Deck Beam Worst Case -R5.24.21 CODE REFERENCES -------~--------------~ Calculations per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ; ' 4x6 Span = 7 .330 fl 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0 psi 675.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.21 0pcf I ! . Applied Loa__cls _ Service loads entered. Load Factors will be applied for calculations . Beam self weight calculated and added to loads Unitonm Load : D = 0.0070, L = 0.060 ksf, Tributary Width = 4.20 ft, (Deck: Varying Uniform Load· D= 0.0070->0.0070, L= 0.060->0.060 ksf, Extent= 0.0 --» 7.330 ft, Trib Width= 0.0->2.0 ft, (Deck) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = -. 0.918: 1 4x6 1,611.90psi 1,755.00 psi +D+l-tl, 3.772ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.263 in Ratio= 0.000 in Ratio= 0.297 in Ratio= 0.000 in Ratio= Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 335 >=240 0<240 296 >=180 0<180 MaxirT1u_lll_Forces & Str_esses_fo_r Load Combinations = = Oesign OK 0.543: 1 4x6 92.35 psi 170.00 psi +D+l-tl, 6.875ft Span# 1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Le__,ng,_th __ S_cpa_n_# __ M ___ V ___ C_cd_C...cFc..Nc__C_; __ C __ r __ C_m __ C~t _C~L'--__ M ___ fb ___ F_'b ____ V ___ fv ___ F_'v_ +D+H 0.00 0.00 0.00 0.00 Length=7.330ft 0.117 0.069 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 1579.50 0.14 10.58 153.00 +D<l+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.330ft 0.918 0.543 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.37 1,611.90 1755.00 1.19 92.35 170.00 +D<lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.330ft 0.085 O.D50 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2193.75 0.14 10.58 212.50 +D+S+H 1.300 1.00 1.00 100 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.330 ft 0.092 0.054 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2018.25 0.14 10.58 195.50 Project Title: Padilla Pool House/ADU Engineer: CP Project ID: 20-178.00 Project Descr: Wood Beam FIie = U:\CW60V2-Whared\2BUFUB.-.G\ENG\20-178.00 -PadiRa Pool House.ec6 . Softw!l/8 copyrightENERCALC, INC: 1983,2018, Sold:10.18,1/.12 . I ol I • . . ' ' . Description : D82 -4x6 Deck Beam Worst Case -R5.24.21 Load Combination Max Stress Ratios Moment Values Shear Values SegmentLength Span# M V Cd c,N C; c, Cm Ct CL M lb F'b V Iv <0_-,o-c-=-_750=L,-<0~.7=50'cL-+~H-------------c1-c.30ccOc---c1-c.Oc-O---c1-c.Oc-0-1;-;.0;-;;0--:-1.cc00;--1;-;.0;-;;0--------c::Oc::.00:------:0c::.0-:-0-c::O.OO Length=7.330ft 0.572 0.338 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.85 1,255.29 2193.75 0.92 71.91 <0<0.750L <0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length= 7.330 ft 0.622 0.368 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.85 1,255.29 2018.25 0.92 71.91 <0<0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length = 7.330 ft 0.066 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2808.00 0.14 10.58 <0<0.750Lr<0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length= 7.330 ft 0.066 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2808.00 0.14 10.58 <0<0.750S<0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length= 7.330 ft 0.066 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2808.00 0.14 10.58 <0.60D<0.60W<0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=7.330ft 0.040 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 111.27 2808.00 0.08 6.35 <0<0.70E<0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=7.330ft 1 0.066 0.039 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.27 185.46 2808.00 0.14 10.58 <0<0.750L<0.750S<0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length=7.330ft 1 0.447 0.264 1.60 1.300 1.00 100 1.00 1.00 1.00 1.85 1,255.29 2808.00 0.92 71.91 <0.60D<0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 Length= 7.330 ft 1 0.040 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.16 111.27 2808.00 0.08 6.35 . ..Q_vt1rlll_l_l'o1aximum Deflections·- F'v 0.00 212.50 0.00 195.50 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 0.00 272.00 Load Combination <O+L+H Span 1 Max. " -" Oefl Location in Span 0.2967 3.719 load Combination Max."+" Defl 0.0000 Values in KIPS Location in Span 0.000 Vertical Reactions Load Combination Overall MAXimum Overall MlNimum <O+H <D+L+H <D+Lr+H -+O+S+H <0<0.750Lr<0.750L +H <0<0.750L <0.750S+H <0<0.60W+H <0<0.750Lr<0.450W+H <0<0.750S<0.450W+H <0.60D<0.60W<0.60H <0<0.70E<0.60H <O<O. 750L <O. 750S<0 .5250E+H <0.60D<0.70E+H □Only Lr Only LOnly SOnly WOnly E Only H Only Support 1 1.210 1.070 0.140 1.210 0.140 0.140 0.943 0.943 0.140 0.140 0.140 0.084 0.140 0.943 0.084 0.140 Support notation : Far left is #1 Support2 1.374 1.217 0.157 1.374 0.157 0.157 1.070 1.070 0.157 0.157 0.157 0.094 0.157 1.070 0.094 0.157 1.070 1.217 OSHPD Padilla Pool House 2730 Argonauta St, Carlsbad, CA 92009, USA Latitude, Longitude: 33.1037249, -117 .2443254 I Date Design Code Reference Document l Risk Category Site Class L__ __ . Type Value Ss 0.945 S1 0.346 SMS 1.134 St.11 null -See Section 11 .4.8 Sos 0.756 So1 null -See Section 11.4.8 ,-- T~pe Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.412 FPGA 1.2 PGAM 0.494 TL 8 SsRT 0.945 SsUH 1.049 SsD 1.5 S1RT 0.346 I S1UH 0.379 1 S1D 0.6 PGAd 0.5 J D -Default (See Section 11.4.3) Description Description 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 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) 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) 33 Type Value CRs 0.901 CR, 0.913 Description Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s JOB SHEET NO. CALCULATED BY CP CHECKED BY Padilla ADU/Pool House OF DATE 10/20 DATE OSI DUNN SAVOIE INC. STRUCTURAL ENGINEERING 90B S. CLEVELAND ST. OCEANSIDE, CA. 92054 PH: (760) 966-6355 FAX: (760) 966-6360 SCALE JOB# 20-178.00 SESIMIC ANALYSIS Light-frame walls sheathed with wood structural panels rated for shear resistance Therefore, per 2018 IBC, for the entire structure, R= 6.50 00= 3.00 Cd= 4.00 Per IBC 2018, ASCE 7-16 Chapter 11, 12, 13 Seismic Design Criteria Soil Site Class D Input the coordinate of project Latitude 33.10372 Longitude -117.24433 From the Ground Motion Parameter Calculator by USGS The seismic design parameters are Ss = 0.945 g S1 = 0.346 g Fa= Fv = 1.200 1.954 Table 20-3-1, Default= D (24° to 50°) (-125° to -65°) SMS= 1.134 g SM1= SOS= SD1= 0.676 g 0.756 g 0.451 g Use the seismic parameters from Method 2 to supercede those from Method 1. Seiemic Design Category (SDC) Determination Risk Category of Building Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec II D D S1 = 0.346 Therefore, SOC= < 0.75g D ======== Equivalent lateral force procedure To Determine Period C, = Building ht. Hn = Cu = Approx Fundamental period, Ta = Calculated T shall not exceed ~ 0.02 26.8 1.4 C,(hnt Cu.Ta x= 0.75 ft for S01 of 0.451g = 0.236 TL= = 0.330 UseT = Table 1.5-1 Table 11.6-1 Table 11.6-2 Section 11 .6 NOT Apply ! Section 12.8 Table12.8-2 Table12.8-1 8 Sec Figure 22-15 0.236 sec. Per Section 11 .6 Ts; 0.8Ts = 0.8 So1ISos = 0.477 sec. OK! Is Structure Regular & ~ 5 stories ? Response Spectral Acc.( 0.2 sec} s. = Yes 1.50g ----+ Section 12.8.1.3 Fa= 1.00 @ 5% Damped Design Sos= ½(F8.S5} = 0.010g (11.4-3) Table-12.2-1 Response Modification Coef. R = 6.5 Over Strength Factor Q0 = 3.0 Importance factor I = 1.00 Seismic Base Shear V = CsW C = Sos s R/1 or need not to exceed, C5 = So1 (R/1).T or c .= So1TL T2(R/I} C5 shall not be less than = 0.01 Min C5 = 0.5S11/R Use c. = 0.116 Design Base Shear V = 0.116 W =0.116 = 0.295 N/A N/A For T > TL For S1 ~ 0.6g Table 11 .5-1 (12.8-2) (12.8-3) (12.8-4) (12.8-5) (12.8-6) x0.7(ASD}x1.3(r} = 0.106W Rudy Padilla ADU/Pool House ■ DUNN S AVOIE INC. JOB S TRUCTURAL E N G INEERING 3(n 908 S, CLEVELAND ST. SHEET NO. OF OCEANSIDE, CA . 9 205 4 CALCULATED BY CP DATE 5/21 PH! (760) 9 6 6 ·6355 F'AX: (760) 966·6 360 CHECKED BY DATE SCALE JOB# 20-178.00 C~l2l'1t:il tiBII~B16 CODE: 2018 International Building Code (IBC) 2019 California Building Code (CBC) SEISMIC: Loads {lb) Dimensions {ft) Roof 17 R Roof 9 Floor 31 F Underfloor 3 Deck 7 D Total Pitch 0.5 . . Overhana 2 . . Exterior Wall 32 Ext . . . . Interior Wall 8 Int D -E Vse1s = 0.106 W Total Weight= 69805 lbs Total Seismic= 7399 lbs 1 · 4 Vse1s = 0.106 W Total Weight= 69805 lbs Total Seismic= 7399 lbs BUILDING WEIGHT (lb) C-E WALL GL R F D -. Ext --Int Weiaht H W*H F% Seismic C 64 135 5410 0.19 882 Roof C-E 704 192 18 18279 0.63 2980 E 64 135 5410 0.19 882 TOTAL 832 0 0 0 462 0 0 18 29099 15 436490 0.64 4745 C 90 630 0.02 41 Under C-E 640 448 18 34316 0.84 2238 floor E 180 5760 0.14 376 TOTAL 0 640 90 0 0 628 0 0 18 40706 6.0 244234 0.36 2655 TOTAL 69805 680724 1.00 7399 Rudv Padilla ADU/Pool House ■ JOB DUNN SAVOIE INC. "i STRUCTURAL ENGINEERING SHEET NO. OF 908 S . CLEVELAND ST. CALCULATED BY CP OATE 5/21 OCEANSIDE, CA, 92054 PH: (76□J 966-6ass CHECKED BY DATE F"AX! (760) 966·6360 20-178.00 SCALE JOB# 1 -4 WALL GL R F D --Ext --Int Weicht H W*H F% Seismic 1 52 96 3957 0.14 645 Roof 1 -4 728 270 18 21185 0.73 3454 4 52 96 3957 0.14 645 TOTAL 832 0 0 0 0 462 0 0 18 29099 15.0 436490 0.64 4745 1 224 7167 0.18 467 Under 1 -4 640 90 180 18 26371 0.65 1720 floor 4 224 7167 0.18 467 TOTAL 0 640 90 0 0 628 0 0 18 40706 6.0 244234 0.36 2655 TOTAL 69805 680724 1.00 7399 Company Address City, State Phone Code Search Code: International Building Code 20 I 8 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (8) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht Live Loads: 0.25 / 12 30.0 ft 21 .3 ft 21 .0 ft Roof O to 200 sf: 20 psf 1.2 deg JOB TITLE Rudy Padilla JOB NO. 20-178.00 CALCULATED BY -------CHECKEDBY ------- 200 to 600 sf: 24 -0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor Partitions Lobbies & first floor corridors Corridors above first floor Balconies (1.5 times live load) 40 psf 15 psf 100 psf 80 psf 60 psf SHEET NO. 3 fj DATE -----DATE ----- www.struware.com Company Address City, State Phone JOB TITLE Rudy Padilla JOB N0._2_0-_1_78_._oo ____ SHEET NO. 35 CALCULATED BY DATE ------------CHECKED BY DATE ------------ Wind Loads -MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.63 h = 21.0 ft Base pressure (qh) = 16.7 psf ridge ht= 21.0 ft Roof Angle (8) = 1.2 deg L = 30.0 ft Roof tributary area• (h/2)*L: 315 sf B = 21.3 ft {h/2)*8: 224 sf GCpi= G= qi= qh Ultimate Wind Surface Pressures (psf) Wind Normal to Ridge B/L = 0.71 h/L = 0.99 Surface Cp qhGCp w/+qIGCp; w/-qhGCpi Dist.• Windward Wall (WW) 0.80 11.3 see table below Leeward Wall (LW) -0.50 -7.1 -10.1 -4.1 Side Wall (SW) -0.70 -9.9 -12.9 -6.9 Leeward Roof (LR) .. Neg Windward Roof: 0 to h/2* -1 .14 -16.2 -19.2 -13.2 0 to h/2* h/2 to h* -0.71 -10.0 -13.0 -7.0 h/2 to h* h to 2h* -0.69 -9.83 -12.83 -6.83 h to 2h* Pos/min windward roof press. -0.18 -2.5 -5.5 0.4 Min press. +/-0.18 0.85 Wind Parallel to Ridge UB = 1.41 h/L = 0.70 Cp qhGCp w/ +q1GCp; w/ -qhGCp; 0.80 11 .3 see table below -0.42 -5.9 -8.9 -2.9 -0.70 -9.9 -12.9 -6.9 Included in windward roof -1.01 -14.3 -17.3 -1 1.3 -0.82 -11.6 -14.6 -8.6 -0.58 -8.2 -11.2 -5.2 -0.1 8 -2.5 -5.5 0.4 **Roof angle< 10 degrees. Therefore, leeward roof is included in windward roof pressure zones. *Horizontal distance from windward edge h= Windward Wall Pressures at "z" (12sf} Windward Wall z Kz Kzt q,GCp w/+q1GCp; w/-qhGCp1 0 to 15' 0.57 1.00 10.3 7.3 13.3 21.0 ft 0.63 1.00 11.3 8.3 14.3 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Kz 0.57 Windward parapet: Leeward parapet: Kzt 1.00 0.0 psf 0.0 psf qp (psf) 0.0 (GCpn = +1.5) (GCpn = -1.0) Combined WW+ LW Normal Parallel to Ridge to Ridge 17.4 16.2 18.4 17.3 Windward roof overhangs ( add to windward roof pressure) : 11.3 psf (upward) For monoslope roofs, entire roof surface is either windward or leeward surface. D UNN SAVOIE INC. JOB Rudy Padilla ADU/Pool House STRUCTURAL ENGINEERIN G SHEET NO. t,{h OF I 9 08 S. CLEVELAND ST, OCEANSIDE, CA, 920 54 CALCULATED BY CP DATE 10/20 PH: (760) 966·6355 CHECKED BY DATE -F'AX: (76□) 9 66-6 3 60 SCALE JOB# 20-178.00 Yi.W.12 LRFD ASD Normal Parallel Normal Parallel CODE: ASCE 7-16 z to Ridae to Ridge to RidQe to RidQe Oto 15' 17.4 16.2 10.4 9.7 Exposure B 15' to 21' 18.4 17.3 11.0 10.4 Wind Speed (mph) 110 Roof 9 Underfloor 6.0 Pitch (ft) 2.0 Overhana (ft) 2 TOTAL FORCE D -E Wind Force Roof Total (lb) Length (ff Area (ft) Force (lb) Trib HeiQht Load (PLF) D -E 21 .33 117 1295 5.50 61 Total (lb) 21 .33 117 1295 D -E Wind Force Underfloor Total (lb) LenQth (ft' Area (ft) Force (lb) Trib Heiaht Load (PLF) D-E 21 .33 160 1670 7.50 78 Total (lb) 21 .33 160 1670 1 -4 Wind Force Roof Total (lb) Length (ft' Area (ft) Force (lb) Trib Height Load (PLF) 1 -4 30 195 2024 6.50 67 Total (lb) 30 195 2024 1 -4 Wind Force Roof Total (lb) LenQth (ft' Area (ft) Force (lb) Trib HeiQht Load (PLF) 1 -4 30 225 2187 7.50 73 Total (lb) 30 225 2187 ■ DUN N S AVO IE I NC. JOB Rudy Padilla ADU/Pool House STR UCTURAL E N G INEERING SHEET NO. l-\ \ OF 9 0 8 6. CLEVELAN D ST. CP 5/21 OCEANSIDE, C A. 92054 CALCULATED BY DATE P H : (76 □) 966-6355 CHECKED BY DATE FAX: (76 □) 96 6-636□ 20-178.00 SCALE JOB# Loads to Lines (Seismic) D -E V fa) Level (lb) Line Roof Underfloor -Sub Roof Underfloor -Comment C 2372 1160 3532 2372 3532 Stem Wall at Undr Floor E 2372 3063 5435 2372 5435 Total 4745 4223 0 8967 4745 8967 Loads to Lines (Wind) D -E V@ Level (lb) Line Roof Underfloor -Sub Roof Underfloor -Comment C 648 668 1316 648 1316 Stem Wall at Undr Floor E 648 668 1316 648 1316 Total 1295 1336 0 2631 1295 2631 Controlina Loads Direction C-E ROOF Seismic UndrFlr Seismic Loads to Lines (Seismic) 1 -4 V Cd.! Level (lb) Line Roof Underfloor -Sub Roof Underfloor -Comment 1 2372 1327 3700 2372 3700 4 2372 1327 3700 2372 3700 Stem Wall at Undr Floor Total 4745 2655 0 7399 4745 7399 Loads to Lines (Wind) 1 -4 V CW Level (lb) Line Roof Underfloor -Sub Roof Underfloor -Comment 1 1012 875 1887 1012 1887 4 1012 875 1887 1012 1887 Stem Wall at Undr Floor Total 2024 1750 0 3774 2024 3774 Controlina Loads Direction 1 ..r 4 ROOF Seismic UndrFlr Seismic 1:11 DUNN SAVOIE INC. JOB Rudy Padilla ADU/Pool House STRUCTURAL £NGINEEA IND SHEET NO. m OF 90B S . CLEVELAND ST. CALCULATED BY CP DATE 5/21 O CEANSIDE, C A. 92054 CHECKED BY DATE PH: (760) 966-6355 SCALE Jobi 20-178.00 F"AX: (7tSOJ 966-63&50 SHEAR WALL DESIGN SEISMIC ALL STRAPS/ HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY " SIMPSON" LOAD LINE: C TOTAL FORCE 2372 # LEVEL: Roof SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b8<3.5 V(seg.) Mor WALL AXIAL T Tat>o-.. T total HOLD 0 Te L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) Obs.) (lbs.) DOWN TR Unfactered C.1 5.5 5 9 1.6 OK 2372 21350 743 1496 3662 0 3662 HDU4 4565 1.0 6100 5.50 2372 vi= 431 plf vi= 431 plf SDs= 0.756 IRREGULARITIES: N 25% increase in the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS = 0 for connection is reqired for lrreqularity EN BN FN @ Van=vn X 1.4 3 3 12 CONNECTOR= 5/8 in BOLT Vn = 550 plf SPACING= 24 in Vall= 550 pH OK v= 465 vR= 744 plf OK CONNECTION TO STEM PLATE: (1} 0.625" DIAM. A.B. @24" O.C.; vR = 744 plf vi for connection= 431 MINIMUM (3) A.B. WILL BE USED LOAD LINE: E TOTAL FORCE 2372 # LEVEL: Roof SEG. COMMENT TOT AL d HEIGHT RATIO 2.0<h/b,<3.5 V(seg.) Mor WALL AXIAL T T,bo ... Ttotal HOLD 0 Te Lift) (ft) (ft) (ft-lbs.) Obs.) (lbs.) libs.\ /lbs.) (lbs.) DOWN TR Unfactered E.1 12 11.5 8.5 0.7 OK 2372 20164 1734 2448 2651 2651 HTT4 4332 2.5 2505 12.00 2372 vi= 198 plf vi= 198 plf SDs= 0.756 IRREGULARITIES: N 25% increase in the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS = 0 for connection is reqired for lrreqularity EN BN FN 0 Va,=vn X 1.4 6 6 12 CONNECTOR= 16d NAIL Vn = 280 plf SPACING= 6 in Vall= 280 plf OK v= 282 vR= 451 plf OK CONNECTION TO STEM PLATE: (1} 16d" DIAM. A.B. @6" O.C.; vR = 451 plf vi for connection= 198 MINIMUM (3) A.B. WILL BE USED r111 DUNN SAVOIE INC. JOO Rudv Padilla ADU/Poot House STRUCTURAL ENGINEERING SHEET NO. 47-OF 908 S. C L EVELAND 6T. CALCULA TEO BY CP DATE 5/21 OCEANSIDE. CA. 92054 CHECKED BY DATE PH: [760) 966-63S5 SCAlE Job# 20-178.00 FAX: 1760) 956-536□ SHEAR WALL DESIGN SEISMIC ALL STRAPS/ HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY II SIMPSON" LOAD LINE: E TOTAL FORCE 5435 # LEVEL: Underfloor SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b8<3.5 V(seg.) Mor WALL AXIAL T Tabow T1o .. , HOLD 0 TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (tbs.) (tbs.) (lbs.) (lbs.) DOWN TR Unfactered E.2 4 3.5 1.5 0.4 OK 1812 2717 102 3936 109 2651 2759 HDU2 3690 2.5 1109 E.3 4 3.5 3 0.8 OK 1812 5435 204 3936 2003 2651 4654 HOU4 5478 2.5 2218 E.4 4 3.5 6 1.5 OK 1812 10870 408 3936 5793 5793 HDU5 6210 2.5 4437 12.00 5435 vi = 453 plf vi= 453 plf SDs= 0.756 IRREGULARITIES: N 25% Increase In the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WINO ENTER SOS = 0 for connection is reqlred for irreqularity EN BN FN 0 Von=vn X 1.4 3 3 12 CONNECTOR= 5/8 in BOLT Vn = 550 plf SPACING= 24 in Yell : 550 plf OK v= 465 vR= 744 plf OK CONNECTION TO STEM PLATE: {1) 0.625" DIAM. A.B. @24" O.C.; vR = 744 plf vi for connection= 453 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 1 TOTAL FORCE 2372 # LEVEL: Roof SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b8<3.5 V(seg.) Mor WALL AXIAL T T.bo,,. T, ... , HOLD 0 TE Lift) (ft) (ft) /ft-lbs.) /lbs.) (lbs.) (lbs.) /lbs.) /lbs.) DOWN TR Unfactered 1.A 12 11.5 9 0.8 OK 2372 21350 1836 408 1278 1278LTT19 1340 1.0 2652 12.00 2372 vi = 198 plf vi= 198 plf SDs= 0.756 IRREGULARITIES: N 25% Increase in the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WINO ENTER SOS = 0 for connection is reqired for lrreqularity EN BN FN 0 Vo11=Vn X 1.4 6 6 12 CONNECTOR= 16d NAIL Vn = 280 plf SPACING= 6 in Vall : 280 plf OK v= 282 vR= 451 plf OK CONNECTION TO STEM PLATE: {1) 16d" DIAM. A.B. ~" O.C.; vR = 451 plf vi for connection= 198 MINIMUM (3) A.B. WILL BE USED [II DUNN SAVOIE INC. J08 Rudv Padilla ADU/Pool House STRUCTURAL ENGINEERING SHEET NO. <-i~ OF 908 S. CLEVELAND ST. CALCULATED BY CP DATE 5/21 OCEANSIDE, CA. 920S4 CHECKED BY DATE PH: (760) 966-6:355 SCALE Job# 20-178.00 -FAX: 176□1 966-636 □ SHEAR WALL DESIGN SEISMIC ALL STRAPS/ HOLDOWNS TO BE SHEAR WALLS MANUFACTURER BY" SIMPSON" LOAD LINE: 4 TOTAL FORCE 2372 # LEVEL: Roof SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b8<3.5 V(seg.) Mor WALL AXIAL T Tabow Ttotal HOLD Q TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 4.A 5.3 4.8 9 1.7 OK 2372 21350 716 180 4204 0 4204 HDU4 4565 1.0 6354 5.30 2372 vi= 448 pit vi= 448 pit SDs= 0.756 IRREGULARITIES: N 25% increase in the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS = 0 for connection is reqlred for lrreqularity EN BN FN G) Van=vn X 1.4 3 3 12 CONNECTOR= 5/8 in BOLT Vn = 550 pit SPACING= 24 in Vall= 550 pit OK v= 465 vR= 744 plf OK CONNECTION TO STEM PLATE: {1} 0.625" DIAM. A.B. @24" O.C.; vR = 744 pit vi for connection= 448 MINIMUM (3) A.B. WILL BE USED LOAD LINE: 1 TOTAL FORCE 3700 # LEVEL: Underfloor SEG. COMMENT TOTAL d HEIGHT RATIO 2.0<h/b0<3.5 V(seg.) Mor WALL AXIAL T Tabo-... Ttotol HOLD Q TE L (ft) (ft) (ft) (ft-lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) DOWN TR Unfactered 1.B 12 11 .5 8.5 0.7 OK 3700 31447 1734 495 2160 1278 3438 HDU4 4565 1.0 3906 12.00 3700 vi= 308 plf vi= 308 plf SDs= 0.756 IRREGULARITIES: N 25% increase in the design force 8d NAILS 3/8 SHEATHING TYPE BOTH SIDE SHEATHING: NO FOR WIND ENTER SOS = 0 for connection is reqired for lrreqularity EN BN FN 0 Van=Vn X 1.4 4 4 12 CONNECTOR= 5/8 in BOLT Vn = 430 plf SPACING= 30 in Vall : 430 plf OK v= 372 vR= 595 plf OK CONNECTION TO STEM PLATE: {1} 0.625" DIAM. A.B. ~30" O.C.; vR = 595 pit vi for connection= 308 MINIMUM (3) A.B. WILL BE USED II DUNN SAVOIE INC. ii.TRUCTURAL £NCJINCERINO 909 6 , CLCV£LANO S T , 0CCANBIDC, CA. 92054 PH; 1760) 966•&.1!55 F"AX: C760J 966·6360 Perforated Shear Wall with an Openln Grid Line : 1.A Roof INPUT DATA LATERAL SHEAR STRESS AT SHORT PIERS, v = 284 PANEL GRADE ( 0 or 1) NOMINAL PANEL THICKNESS <= Sheathing and Single-Floor TOTAL LATERAL SHEAR FORCE, V = SEGMENT: 7A & 78 V STRAP 3.75 ANALYSIS V If 318 in 2.844 K n :::r:: 'N :::r:: :::r:: 6.25 JOB SHEET NO. '::\ ~ Rudy Padilla ADU/Pool House CALCULATED BY OF DATE 10/26 CHECKED BY DATE SCALE 2.33 2 ◄.67 Job# 20-178.00 PER SEAOC SEISMIC DESIGN MANUAL Vol. II DESIGN SUMMARY L= CHECK SHORT PIERS DIMENSION RA TIO H/L = 0.5 < 2 USE~HEAR WALL OF 318 TL= Ta= THE MAX STRAP FORCE: F = USE SIMPSON CS16 AS HORIZONTAL STRAP THE SHEAR WALL DEFLECTION: OKI In. THICK 2.13 213 0.34 ,1 E 0.51 In • H / 210 12 ft , H = 9 ft k , ea. SHEAR STRESS at DIAPHRAGM: "•• = 237 p~. OVERTURNING MOMENT M.r = 25596 ft-lbs TL= 2133 lbs HDU2 TR= 2133 lbs WORST CASE SHEAR FORCE ·-= 339 plf, THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS f REE -ROPX INQIYIPLJAI PANELS QF' WAL, L HE MAXIMUM SHEAR WALL DEFLECTION: Where: v,= 339 p~ A = 16.50 in2 I = 0.278 In '-= h = 10 9 ft ft e. = 0.037 in PANEL W(h) H (fl) V max (plf) 1 3.75 2.33 339 2 1.00 2.33 339 3 1.00 2.33 339 4 6.25 2.33 339 5 3.75 1.00 300 6 6.25 1.00 275 7 3.75 1.00 300 8 6.25 1.00 275 9 3.75 4.67 300 10 1.00 4.67 288 11 1.00 4.87 288 12 6.25 4.67 288 NO. Iba NO. Ibo F1 787 F13 789 F2 339 F14 789 F3 1380 F15 1089 F4 789 F16 300 F5 1126 F17 275 F6 339 F18 1064 F7 339 F19 288 F8 1718 F20 288 F9 489 F21 1344 F10 300 F22 838 F11 275 F23 288 F12 514 F24 1431 0.514 In E= 1.7E+06 psi G= 9.0E+04 psi d. = 0.15 In RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW-06059007 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : DUNN SAVOIE INC . ..,I c.r.it.er.ia ________ _.l I Soil Data • Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Retained Height = 6.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 48.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf Footingl!Soil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in ..,I s.u.r.c.ha•r•g•e•L•o-ad_s _____ _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = 0.0 lbs 0.0 lbs 0.0 in • 1.65 OK 2.08 OK 2,177 lbs 9.19 in Soil Pressure@ Toe = 1,977 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 2,768 psf ACI Factored @ Heel = 0 psf Footing Shear @Toe = Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force = less 52 % Passive Force = - less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability = 4.6 psi OK 12.1 psi OK 75.0 psi 984.4 lbs 1,287.0 lbs 761.8 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to To~ ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Load Type = Wind (W) (Service Level) Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ft~ Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' 0.0 psf • 2nd Stem OK ft= 2.33 = Concrete = = = = = = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in= LRFD 7.50 # 5 16.00 Center 0.186 486.9 676.8 3,636.4 10.8 75.0 3.75 Bottom Stem OK 0.00 Concrete LRFD 7.50 # 4 12.00 Edge 0.516 1,183.0 2,563.2 4,962.6 17.1 75.0 5.75 = = 0.0lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Masonry Data ------------------------- Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf = = 93.8 = Medium Weight = ASD 93.8 Concrete Data ------------------------- fc Fy psi = 2,500.0 psi = 60,000.0 2,500.0 60,000.0 RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACI 530-13 Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12)(3.75)/60000 : 0.0018bh : 0.0018(12)(7.5): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12X5.75)/60000 : 0.0018bh : 0.0018(12X7.5): Vertical Reinforcing 0.0438 in2/ft 0.0584 in2/ft 0.15 in2/ft 0.162 in2/ft 0.162 in2/ft 0.2325 in2/ft 0.508 in2/ft Vertical Reinforcing 0.1049 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0. 751 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 13.33 in #4@26.67 in #5@20.67 in #5@ 41 .33 in #6@ 29.33 In #6@ 58.67 in Horizontal Reinforcing 0.1398 in2/ft Min Stem T&S Reinf Area 0.419 in2 0.23 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft 0.162 in2/ft Horizontal Reinforcing Options : ------------One layer of : Two layers of : Required Area : 0.162 in2/ft #4@ 13.33 In #4@26.67 in Provided Area : 0.2 in2/ft #5@20.67 in #5@41.33 in Maximum Area : 0.7789 in2/ft #6@29.33 in #6@58.67 in I Footing Dimensions & Strengths • Footing Design Results I Toe Width = 1.00 ft J.2! .!::!n! Heel Width = 2.00 Factored Pressure = 2,768 0 psf Total Footing Width = 3.00 Mu' : Upward = 1,1 74 40 ft-# Footing Thickness = 12.00 in Mu' : Downward = 390 1,092 ft-# Mu: Design = 784 1,052 ft-# Key Width = O.OO in Actual 1-Way Shear = 4.59 12.10 psi Key Depth = O.OO in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pct Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd: Mu< phi*5*1ambda*sqrt(fc)*Sm Heel: Not req'd: Mu< phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@14.35 in #6@20.37 in 0.78 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 In #5@28.70 In #6@40.74 in RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Cantilevered Retaining Wall Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 984.4 2.50 2,460.9 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = • Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 984.4 O.T.M. 2,460.9 Stem Weight(s) = Earth @ Stem Transitions= = Footing Weighl = Resisting/Overturning Ratio Key Weight = Code: CBC 2016,ACI 318-14,ACI 530-13 . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,117.2 2.31 2,583.5 609.4 450.0 799.8 675.0 Vertical Loads used for Soil Pressure = = 1.65 2,176.6 lbs Vert. Component _= ____ _ 0.50 1.31 1.50 3.00 Total"' 2,176.6 lbs R.M.= 4,058.3 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.119 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria • Ison Data • Retained Height = 2.50 ft Allow Soil Bearing = 3,500.0 psf Wall height above soil = 0.67ft Total Wall Height = 3.17 ft Equivalent Fluid Pressure Method At-rest Heel Pressure = 35.0 psf/ft l.at•IIR.11111'11 = Top Support Height = 3.00 ft Passive Pressure = 200.0 psf/ft Soil Density = 125.00 pcf Slope Behind Wal = 0.00 Height of Soil over Toe = 10.00 in FootingUSoil Frictlor = 0.400 Soil height to ignore for passive pressure = 12.00 In Thumbnail ..,I S•u•r•c•h•ar•g•e•L•o•a•d•s--------•· I Uniform Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load »>Used To Resist Sliding & Overturning H · h T ... erg t to oi: Surcharge Over Toe = 0.0 psf ... Height to Bottorr Used for Sliding & Overturning = 0.0 #/ft = 0.00 ft = 0.00 ft = Wind (W} I I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type ..,I Ax_ia•l•L•o•a•d•Ap-p•li•e•d•to_s.te•m-----•· Load Type ( ::itrengtn Level J Base Above/Below Soil at Back of Wall Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Wind on Exposed Stem = 0.0 psf Poisson's Ratio I Earth Pressure Seismic Load • Kh Soil Density Multiplier = 0.200 g Added seismic per unit area ..,I .st•e•m-w.e.lg•h•t•S•e•ls•m•i•c•L•o•a•d----_.1 FP / WP Weight Multiplier = 0.000 g Added seismic per unit area I Design Summary Total Bearing Load = ... resultant ecc. = 757 lbs 0.32 in Soil Pressure@ Toe = 422 psf OK Soil Pressure @ Heel = 422 psf OK II Concrete Stem Construction Thickness = 7.50 in Fy = Wall Weight = 93.8 psf fc = Stem is FREE to rotate at top of footing 60,000psi 3,000psi Mmax Between = = = = = = = = • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • Allowable = 3,500 psf Soll Pressure Less Than Allowable @ Top Support Top & Base @Base of Wall ACI Factored @ Toe = 552 psf ACI Factored @ Heel = 462 psf Footing Shear@ Toe = 0.3 psi OK Footing Shear @ Heel = 0.2 psi OK Allowable = 75.0 psi Reaction at Top = 29.4 lbs Reaction at Bottom = 184.0 lbs Sliding Stability Ratio = 2.93 OK Slidin~ Cales Latera Sliding Force = 184.0 lbs less 100% Passive Force= -236.1 lbs less 100% Friction Force= -302.7 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind.W CBC 2016,ACI 1.200 1.600 1.600 1.000 Stem OK Stem OK Stem OK Design Height Above Ftf = 3.00 ft 1.19ft 0.00 ft Rebar Size = # 4 # 4 # 4 Rebar Spacing = 12.00 in 12.00 in 12.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' = 3.75 in 3.75 in 3.75 in Design Data fb/FB + fa/Fa = 0.000 0.021 0.000 Mu .... Actual = 0.0 ft-# 67.0 ft-# 0.0ft-# Mn * Phl ..... Allowable = 3,198.0 ft-# 3,198.0 ft-# 3,198.0 ft-# Shear Force @ this height = 48.6 lbs 126.4 lbs Shear ..... Actual = 1.08 psi 2.81 psi Shear ..... Allowable = 82.16 psi 82.16psi Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel:None Spec'd -or-Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: No key defined -or-No key defined RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12X3.75)/60000 : 0.0018bh : 0.0018(12)(7.5): Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12X3.75)/60000 : 0.0018bh : 0.0018(12)(7.5): Required Area : Provided Area : Maximum Area : Base Support As {based on applied moment) : (4/3) •As : 200bd/fy : 200(12X3.75)/60000 : 0.0018bh : 0.0018(12X7.5): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0 in2/ft 0 in2/ft 0.15 in2/ft 0.162 in2/ft 0.162 in2/ft 0.2 in2/ft 0.6096 in2/ft Vertical Reinforcing 0.0043 in2/ft 0.0058 in2/ft 0.15 in2/ft 0.162 in2/ft 0.162 in2/ft 0.2 in2/ft 0.6096 in2/ft Vertical Reinforcing 0 in2/ft 0in2/ft 0.15 in2/ft 0.162 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.540 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 13.33 in #4@26.67 in #5@20.67 in #5@41.33 in #6@ 29.33 in #6@ 58.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.325 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 13.33 in #4@ 26.67 in #5@ 20.67 in #5@ 41 .33 in #6@ 29.33 in #6@ 58.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.215 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : ------------One layer of : Two layers of : #4@26.67 in #5@41.33 In #6@58.67 In 0.162 in2/ft #4@ 13.33 in 0.2 in2/ft #5@ 20.67 in 0.6096 in2/ft #6@ 29.33 in I Footing Strengths & Dimensions • I Footing Design Results '"-------------... --+= L Toe Width = 0.83 ft ~ Heel Width = 0.96 Factored Pressure = 552 462 psf Total Footing Widtt = 1.79 Mu': Upward = 187 26 ft-# 31 ft-# 5 ft-# 0.25 psi 75.00 psi Footing Thickness = 12.00 in Mu': Downward = 106 Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @Top = 2.00 in @ Btm.= 3.00 in Mu: Design Actual 1-Way Shear Allow 1-Way Shear = = 81 0.30 75.00 Min footing T&S reinf Area 0.46 in2 Min footing T&S reinf Area per foot 0.26 in2 ,ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@28.70 in #6@~-~~ #6@~-~~ RetalnPro (c) 1987-2016, Build 11.16.07.15 License ; KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Summa of Forces on Footin Slab is NOT resistin Forces acting on footing for overturning, sliding, & soll pressure Lateral Distance Moment Overturning Moments... lbs ft ft-# Stem Shear@Top of Footing = -79.0 1.00 -79.0 Heel Active Pressure = -105.0 0.47 -49.6 -----Sliding Force = 184.0 Overturning Moment = -128.6 Footing Overturning Stability Ratio 393.85 Net Moment Used For Soil Pressure Calculations 20.0 ft-# Net Mom. at Stem/Ftg Interface= 20.0 ft-# Allow. Mom. @Stem/Ftg Interface= 1,998.8 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Unifonn Soil Pressure = 422.5 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Resisting Moments ... Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force Code: CBC 2016,ACI 318-14,ACI 530-13 = = = = = = = = = Vertical Lateral lbs lbs 86.8 297.2 104.1 268.7 756.7Ibs Distance ft 0.42 1.15 1.62 0.90 Resisting Moment = Moment ft-# 36.1 340.4 169.0 240.6 786.2 5\ RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria • j soil Data • Retained Height = 6.66 ft Wall height above soil = 0.67 ft Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method ut•aiR.Sll'IH1: Total Wall Height = 7.33 ft At-rest Heel Pressure = 35.0 psf/ft = Top Support Height = 5.50 ft Passive Pressure = 200.0 psf/ft Soil Density = 125.00 pcf Slope Behind Wal = 0.00 Height of Soil over Toe = 18.33 in Footingl!Soil Frictior = 0.400 Soil height to ignore for passive pressure = 12.00 in Thumbnail I Surcharge Loads Surcharge Over Heel = 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • • I Unifonn Lateral Load Applied to Stem I I Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load ... Height to To~ = 0.00 ft Footing Width ... Height to Bottorr = 0.00 ft Eccentricity Load Type Wind (W) Wall to Ftg CL Dist = Footing Type (::itrengtn Level) Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio I Earth Pressure Seismic Load • Kh Soil Density Multiplier= 0.200 g Added seismic per unit area J7S•t•e•m•w-e.ig•h•t•S•e•is•m•i•c•L•o•a•d----_.1 FP / WP Weight Multiplier 0.000 g Added seismic per unit area I Design Summary Total Bearing Load = ... resultant ecc. = 1,571 lbs 1.82 in Soil Pressure@Toe = 785 psf OK Soil Pressure @ Heel = 785 psf OK Allowable = 3,500 psf II Concrete Stem Construction Thickness = 7.50 in Fy = Wall Weight = 93.8 psf fc = Stem is FREE to rotate at top of footing 60,000psi 3,000psi Mmax Between = = = = = = = = • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf I Soil Pressure Less Than Allowable @ Top Support Top & Base @Base of Wall ACI Factored @ Toe = 1,371 psf ACI Factored@ Heel = 513 psf Footing Shear@ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = Sliding Stability Ratio = Sliding Cales Lateral Sliding Force = less 100% Passive Force= • less 100% Friction Force= - Added Force Req'd = ... .for 1.5 Stability = 1.5 psi OK 2.4 psi OK 75.0 psi 311.4 lbs 713.5 lbs 1.64 OK 713.5 lbs 538.8 lbs 628.2 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors ------------- Building Code Dead Load Live Load Earth, H CBC 2016,ACI 1.200 1.600 1.600 "'nnn Stem OK Stem OK Stem OK Design Height Above Ft, = 5.50 ft 2.45 ft 0.00 ft Rebar Size # 4 # 4 # 4 Rebar Spacing = 12.00 in 12.00 in 12.00 in Rebar Placed at = Center Center Center Rebar Depth 'd' = 3.75 in 3.75 in 3.75 in Design Data fb/FB + fa/Fa = 0.005 0.260 0.000 Mu .... Actual = 14.6 ft-# 832.6 ft-# 0.0ft-# Mn • Phi. .... Allowable = 3,198.0 ft-# 3,198.0 ft-# 3,198.0 ft-# Shear Force @ this height = 463.6 lbs 740.7Ibs Shear ..... Actual = 10.30 psi 16.46 psi Shear. .... Allowable = 82.16 psi 82.16 psi Other Acceptable Sizes & Spacings: Toe: None Spec'd -or-Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel:None Spec'd -or-Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: No key defined -or-No key defined RetalnPro (c) 1987-2016, Bulld 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Top Support As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12X3.75)/60000 : 0.0018bh : 0.0018(12)(7.5): Required Area : Provided Area : Maximum Area : Mmax Between Ends As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12)(3.75)/60000 : 0.0018bh : 0.0018(12X7.5): Required Area : Provided Area : Maximum Area : Base Support As (based on applied moment) : (4/3) •As : 200bd/fy : 200(12X3.75)/60000 : 0.0018bh : 0.0018(12)(7.5): Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0009 ln2/ft 0.0013 in2/ft 0.15 in2/ft 0.162 in2/ft 0.162 in2/ft 0.2 in2/ft 0.6096 in2/ft Vertical Reinforcing 0.0539 in2/ft 0.0719 in2/ft 0.15 in2/ft 0.162 in2/ft 0.162 in2/ft 0.2 in2/ft 0.6096 in2/ft Vertical Reinforcing 0 ln2/ft 0 ln2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.990 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 13.33 in #4@ 26.67 in #5@20.67 in #5@ 41.33 in #6@ 29.33 in #6@ 58.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.549 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 13.33 in #4@ 26.67 in #5@20.67 in #5@41.33 in #6@ 29.33 In #6@ 58.67 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.441 in2 0.15 ln2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.180 in2/ft 0.162 ln2/ft Horizontal Reinforcing Options : ------------One layer of : Two layers of : 0.162 in2/ft #4@ 13.33 in #4@26.67 in 0.2 in2/ft #5@ 20.67 in #5@ 41 .33 in 0.6096 in2/ft #6@ 29.33 In #6@ 58.67 in I Footing Strengths & Dimensions • I Footing Design Results I 7T·oe-w•,-.d·th------=-----0111.88~ft--~ ff!!! Heel Width = 1.13 Factored Pressure = 1,371 513 psf Total Footing Widtt = 2.00 Mu' : Upward 73 ft-# = 477 Footing Thickness = 12.00 in Mu': Downward 147 ft-# = 157 Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As % = 0.0018 Cover@ Top = 2.00 in @ Btm.= 3.00 in Mu: Design Actual 1-Way Shear Allow 1-Way Shear = = = 320 1.51 75.00 74 ft-# 2.45 psi 75.00 psi Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 0.26 in2 1ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@28.70 In #6@ 20.37 in #6@ 40.74 in RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing • Forces acting on footing for overturning, sliding, & soil pressure Overturning Moments ... Stem Shear@ Top of Footing = Heel Active Pressure = Slldlng Force = Lateral Distance Moment lbs ft ft-4# -462.9 1.00 -462.9 -250.6 0.49 -122.4 713.5 Overturning Moment = -585.3 Footing Overturning Stability Ratio 883.41 Net Moment Used For Soil Pressure Calculations 238.2 ft-4# Net Mom. at Stem/Ftg Interface = 238.2 ft-4# Allow. Mom. @Stem/Ftg Interface= 1,998.8 ft-4# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soll Pressure = 785.3 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Resisting Moments ... Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force = = = = = = = = = Vertical Lateral lbs lbs 167.1 687.2 416.3 300.0 1,570.5Ibs Distance ft 0.44 1.19 1.75 1.00 Resisting Moment = Moment ft-41 73.1 816.0 728.4 300.0 1,917.6 RetalnPro (c) 1987•2016, Build 11.16.07.15 License : KW-06059007 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : DUNN SAVOIE INC. l,c.r.it.er.ia ________ _.. I Soil Data • Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Retained Height = 3.33 ft Wall height above soil = 0.25 ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 12.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingJJSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in ,I s.u.r.c.h.ar .. g1111e•L•o•a•d•s _____ _.l I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 0.0 lbs 0.0 lbs 0.0 in • 1.89 OK 1.89 OK 701 lbs 4.77 in Soil Pressure @Toe = 776 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,086 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force = less 100% Passive Force = • less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability = 4.2 psi OK 1.8 psi OK 75.0 psi 328.1 lbs 375.0 lbs 245.5 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Lateral Load 0.0 #/ft ... Height to Toi: = 0.00 ft ... Height to Bottom 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stern = (Service Level) Stem Construction Design Height Above Ft, Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment.. ... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight 0.0 psf • Bottom Stem OK ft= 0.00 = Masonry = ASD = 8.00 = # 4 = 32.00 = Center = 0.498 lbs= 194.1 lbs= 1,244.2 ft-#= 215.4 ft-#= 2,764.6 432.2 psi= 2.1 psi= 18.9 psi= 44.5 in2= 91.50 in= 3.75 psi= 1,500 psi= 20,000 = Yes = 21.48 psf = 78.0 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ASD Load Factors -------------Short Term Factor = 1.000 Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in = 7.60 = Medium Weight = ASD psi= psi= = = = = = = 0.0 lbs 0.00 ft 10.75 in 0.00 ft Line Load 0.0 ft 0.300 • 55 RetalnPro (c) 1987-2016, Build 11.16.07.15 License : KW-06059007 License To : DUNN SAVOIE INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width 1.00 ft 1.00 2.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in • Footing Design Results !2! Factored Pressure = 1,086 Mu' : Upward = 443 Mu' : Downward = 208 Mu: Design = 235 Actual 1-Way Shear = 4.21 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Heel O psf 0 ft-# 69 ft-# 69 ft-# 1.76 psi 75.00 psi Toe: Not req'd: Mu< phi•5•Iambda•sqrt(fc)*Sm Heel: Not req'd: Mu < phi•5•Iambda•sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.52 in2 0.26 ln2 1ft If two layers of horizontal bars: #4@18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Reslstin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 328.1 1.44 473.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 328.1 O.T.M. 473.6 = Resisting/Overturning Ratio = 1.89 Vertical Loads used for Soil Pressure = 701.3 lbs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Welghl = Key Weight = . .... RESISTING ..... Force Distance lbs ft 122.1 1.83 279.2 300.0 Vert. Component _= ____ _ 0.50 1.33 1.00 2.00 Moment ft-# 223.9 372.3 300.0 Total = 701.3 lbs R.M.= 896.2 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt I • Axial live load NOT included in total displayedf or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.039 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Pp= 1287.00# -=-"------'-'---'------' '--------''-------~ ,. Q. II) "! "' Ol II) ..:.t,T~;iJORf Tof' ~ i11 1A,s.$v~~ ONLY 984# toe ps= /,.-_ -o \bf' or-~,-c.,;,~<.,y ,:c.:,61~./r. /J.1 f06111~•r, Pe1E/((Yl:rtJ[ '.,',:-::-.,Jt.*r/,1' -;:-OK(t: A,:::. ( 50 \'as/.( • .l. '-ICX> l..s;c1) 2.. ,· I u..,. r L -: (' \ )C. A..n I ~ oi\_,e:._£+ JI,... Dunn Savoie Inc. Structural Engineering 908 S. Cleveland St., Oceanside, CA 92054 Ph: (760) 966-6355 Fax: (760) 966-6360 E-mail: dsi@surfdsi.com 1 ,~--.1--=.;=.---~~::::::JJ t l}: 7~} 1--,--,;---'-'l--l f T-=-'(()Id,_ f-;. I0\~0 ¼ :n / S. i)S,; I"\ T-,,. \6 o"i \ bs C ~a"-OTT 2-1 ·. \ ~u~~ l'3'JS \~ > T-=-180'1 lbs JOB 20-n <;{ m · :R,)D'i SHEET NO. ~ / OF --------------- CALCULATED sv~C~f ______ DATE CHECKEDBY ________ DATE _____ _ SCALE ________________ _ f;,:)m \~ 11 );-'P-c). (\1-:. .'.200 C,0.1 S" m-=-\O\S01 \~~. ·,n NEC Standard Electrical Load Calculation for Single Family Dwellings (Only for Service Ratings of 1201240V, 225 Amp; Max) i Location: ,.<,'Urv /-\1ru0u.,'2.0\il..'St C°'r(>L~-... ~,[A Total Floor Area of Dwelling (NEC 220.12) fu,A., L SQFT. Factor Quantity Volt Amperes (VA) "General Lighting" I. General Li<>hting (SOFT X 3 VA/SO FT (Table 220.12) 3 X <,c,4-(,: soft 'l a,.··i C) 2. Small Appliance Circuits (1500 VA per circuit) (NEC 1500 X ~ '7 220.52(A)) (minimum 2) ,) • ::..'. l C) \.__ ' 3. Laundry Circuit (1500 VA per circuit) (NEC 220.52(B)) 1500 X ✓ (.• L 4. Total General Lighting Load (Add Jines I, 2 & 3): 4 '"'I, -J (...) 5. First 3000 VA (al, I 00%: 3000 6. Total General Lighting Load 3000 = I '7 ,'.) 0 (al 35%-{.., '1 ;;i_ -[)'Id--- 7. Net General Lightino Load (Per NEC 220.42) (Add lines 5 & 6): 3 c;.,, '1 :) *Fixed Aooliances(if insufficient soace. use back): YE" NO • Garbage Disoosal V 9.oo Bathroom Fan , ·.; DO • ~- • Microwave \; \ '500 • Dishwasher V • Other: • Other: Total _7 /_,....,·., 8. 3 or less Appliances, Total Appliance VA; . 4 or more Appliances, 75% of Total Appliance VA (NEC 220.53): ~' Cc, De, *Other Loads (including motors, EV charger(s ), etc.) YES NO Nameplate Rating (VA) 9. Electric Rawe (8000VA or Nameplate)** 10. HVAC ,/ l ~'C),O 11. Electric Oven 12. Electric Drver (5000 VA minimum)** 13. Electric Vehicle Char.,er 14. Other: 15. Other: 16. 25% oflanrnst motor (NEC 430.24) rotal Service Load Volt-Amperes (VA) (Add lines 7, 8 & 9 thru 16) = 9,. r,'"(_, l'otal Service Load Volt-Amperes / 240-volts = 3'=! r::,-;, Amperes . ***Service Rating (Amperes)= -4-"C.' r y-'y-c, h C)C:.4:.-,rl ) * F r eve "YES" answer indic e VA ratin of e ui ment o ry at g q p \ , ** Nameplate rating must be used if larger *** Service Rating shall be greater than or equal to the Service load As a covered entity under Title II of the Americans with Disabilities Act, the City of Los Angeles does not discriminate on the basis of disability and, upon request will provide reasonable accommodation to ensure equal access to its programs, services and activities. NEC Standard Electrical Load Calculation (Rev. 03-23-2016) > t--0 ENERGY USE AND COST SUMMARY ECON-1 Project Name l Date Argonauta Street ADU 9/2112020 Rate: Fuel Tvne: Electricity STANDARD PROPOSED MARGIN Energy Peak Energy Peak Energy Peak Use Demand Cost Use Demand Cost Use Demand Cost (kWh) (kWl 1$1 (kWh) (kW) 1$1 (kWh) (kW) ($1 Jan 54 1.4 67 1.4 -13 0.0 Feb 33 1.1 36 1.1 -3 0.0 Mar -18 0.9 -14 0.9 -4 0.0 Apr -30 1.1 -27 1.1 -3 0.0 May -38 0.7 -38 0.7 -1 0.0 Jun -49 1.0 -50 1.0 0 0.0 Jul -36 1.0 -36 0.9 0 0.0 Aua -35 1.4 -37 1.4 2 0.0 Sep 22 1.6 15 1.6 7 0.0 Oct 25 1.0 22 1.0 4 0.1 Nov 37 1.2 40 1.2 -3 0.0 Dec 80 1.2 87 1.2 -7 0.0 Year 46 1.6 65 1.6 -20 0.0 co, tons/yr tons/yr tons/yr Rate: Fuel Tvne: Natural Gas STANDARD PROPOSED MARGIN Energy Peak Energy Peak Energy Peak Use Demand Cost Use Demand Cost Use Demand Cost /therms) (kBtu/hrl 1$) lthermsl (kBtu/hr) {$) lthermsl (kBtu/hr) ($) Jan 10 25.6 10 21.7 1 3.9 Feb 9 18.8 9 18.4 1 0.5 Mar 10 20.6 9 17.9 1 2.7 Apr 10 22.7 9 20.4 1 2.3 Mav 9 17.1 8 14.5 1 2.6 Jun 10 23.7 9 20.1 1 3.6 Jul 11 22.0 10 18.7 1 3.4 Aua 8 20.6 7 18.7 1 2.0 Sep 10 15.0 9 13.1 1 1.9 Oct 8 14.0 8 12.9 1 1. 1 Nov 10 23.9 9 21.5 1 2.3 Dec 10 17.5 10 14.9 1 2.7 Year 115 25.6 106 21.7 10 3.9 co, tons/yr tons/yr tons/yr Annual Totals Enerav Demand Cost Cost/saft Virtual Rate Electricity 65 kWh 2kW $ 0 $ o.oo /saft $ nla /kWh Natural Gas 106 therms 22 kBtu/hr $ 0 $ o.oo tsaft $ o.oo /therm Total $ 0 $ o.oo /saft Avoided co, Emissions: 0.05 metric tons/yr EnergyPro 8. 1 by EnergySoft: User Number: 6249 10: 20-091717 Page 1 oft {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: Permit#: CBR2020-2806 --=-------------------- Project Address: 2732 ARGONAUTA ST -------------------- Assessor's Parcel #: 2154001700 =.::....:.="--'-'------------------ Project Applicant: TRUST PADILLA FAMILY TRUST 05-07-15 (Owner Name) Residential Square Feet: New/Additions: ----------------- Second Dwelling Unit: 640 ----------------------- Commer c i a I Square Feet: New/Additions: City Certification:City of Carlsbad Building Division Date: 06/24/2021 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 is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. • Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 • Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 • San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) • San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) • Vista Unified School District 1234 Arcadia Drive Vista CA 92083 p~'E~~N1~ r3222 I . '.' ,-~, l ! ~ i.. ,J L I CITY OF CARL58/\D SCHOOL DISTRICT SCHOOL FEE CERTIFICATI · DIVJSiON (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 scho I mitigation determined by the School District. The City may issue building permits for this project. ( •, I. Title: Name of School District: Community & Economic Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number 5009988 Permit Information: New Service D Change to Existing Service [gj Type of Permit: Domestic [gj Industrial D Food Services Establishment D Supplemental Permit: Private Pump Station D ADU Waiver [gj Multi-Unit Lateral □ Preexisting Permit No: 009988 Date Issued: -- New Permit No: S009988 Date Issued: -- Number of Additional EDU Granted: 0.50 Existing EDU: .LQ Total EDU to Date: 1.50 Special Conditions Required and Attached: Yes D No [gj 3/6/:>1 R ... Date Issued: E,,....,. ,_ .. . t~t:/\r.r••r') By: IAN RIFFEL t'2o.~~ Print Name Signatur err,, OF 1, I r·, f\ ' o.JUfl_l/fp.,,,, _ -. - Fees Collected: _,,, VJ-.-,)fz.....,'.,.\i Tax Billing to Prorated Sewer Commence July 1, 2022 Capacity Fee: $ 2,544.50 Service Fee: $ 63.01 Reimbursement Fee: $ --Total Fees: $ 2,607.51 Encina Wastewater Permit: Required: Yes D No 12:J Permit Number: Date Issued: Development Project Information: Name and Address, Phone: RUDY PADILLA (760) 936-3530. 2730/2732 ARGONAUTA STREET, CARLSBAD, CA 92009. NEW 640 SF DETACHED ADU. Assessor's Parcel Number: 215-400-17-00 Type of Building: ADU Number of Units: 1 Page 1 of 4 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION ANO SEDll.-1ENT CONTROL BMPs WHEN RAIN JS EMINENT. 2. THE OIMJER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATlSFACTION OF THE CITY INSPECTOR AFTER EACH RUN-Off PRODUCING RAINFALL. 3. THE O'MJER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERA TlONS OR UNFORESEEN CIRCUMSTANCES WHICH twiA Y AR!SE. 4. ALL REMOVABLE PROTEC"TIVE DEVICES SHALL BE !N PLACE AT THE END OF EACH WORKING DAY 'M-lEN THE FIV'E (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PE CENT ( 40%}. SILT AND OTHER DEBRIS SHALL BE RD,40VED AFTER EACH RAlNF ALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECllON BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORlTY TO ALTER THIS PLAN DURING DR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE 'MTH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE, I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST IAANAOCMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE l.1AXIMUM EXTENT PRACTICABLE TO AVOID TI-IE MOBILIZATlON Of POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORl.1 WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COlAPLY VATH THIS C!TY APPROVED TIER 1 CONSTRUCTION S'M'PP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY Of CARLSBAD. _j io(-{.. \_) ,A['A9-.;J STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP cenow -2COOU> Best Management Practice* (BMP) Descnption ➔ CASOA Desigiation ➔ Construction Adlvily GrodITTg/Son Disturbance -~ching/Excavation Stockpilfnc Dnllin orin crete Asphalt Sowcuttinq 'Concrete Flctwork Po.a·,=~~~~~ duit ipe tn~tollation -stu~--Wirl Waste Disposal _ Stogina/Lav Down Area Equipment Maintenance end Fuelinci Hazardous Substance Use/Storage Dewotering Site Act!!~ Across Dirt_ Other {list}: Instructions: . 0 " Ii i ~ Wion Control BMPs c,, ~ l(! ! ;[ a: 6. ~ -g :r-£ g_ j ~Js ~- ~1ro ~ ~ ~ ' tl ~ BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Sediment Control BMPs ~ • i ~ ]; " l ~ :S ~ I, ~ E ~ E i a, ; t,, ~ ec ii 0 ; ;-~ g' 0~ ,li 0 ~ ,!, ~ ~ ~ 0 • ~ ,, • • a j 1nit l;\ ~ Ii e (5 ~g n • ~ ~ ~ ro 0 ' ' ' ' ' ' ' ' ix w :,: :,: ix ix :,: w ~ ~ Tracking Control Bt.lPs ~ ! ..5 ..5 § g: § u ~ u ~ al~ N 0 Ii ' I" 1l ;;, ~~ 28 ~- N ' I" Non-Sl:>rrn Water Management BMr¾ • 1 C 0 ~~ -. ~d:: J; z ~ ~ I' ~ ~-•• g,:.:. -~ ~ ~" ~ ! 1 • .2' E ~ ·@-• .:l" u i ,li I~.~ B £ ~ rf.. ~o ~ 00 J, J, z z ' y :Jt , u • i 'jj 0 jg' -• c-~~ ' ~ W"MiB Management and Materials Polk.ftion ~ B"4Ps • 1~ E C 0 C a" ii~ ~ · 1 f :glJ ,h ..!! ::: ~s ~ U) $-u Nin 1 • ' ' ' i i i ] ., C: • 'E ~ E 8 E :I= ... "O ., g-a g, ~ § s § Cf) :::::E :r ::Ii ~ ' ~ ~ ' i 1-11'1/ II I ,;;;..~ l" _v ~ ,..-..J,.."71lc::RJUI ni\Jf";l[Jf ''--1 - 1. Check the box to the left of al! applicable construction activity {first column) expected lo occur during conslruction. 2. Located along the top of the BMP Table is t1 list of BMP's with it's corresponding California Stormwater Quality Association (CASOA) designation number. Choose one or more BMP"s you inlend to use during construction from the list. Check the box where the chosen activity row intersects with the 81.4P column. 3. Refer to the CASOA construction handboolc for infOf!Tlatlon and details of the chosen Bt.lPs and how to apply them to !he 2_£~{~'2... ·?:, = -. • ~J PROJECT INFORMATION Site Address; "'2~ 1 ~ ·o ~~ "'-V4r f• st Assessor's Parcel Number: 1,. IS '--/~D \ 10 C Emergency c□:3ct;.. i \ Name: \!:ft'-HA,"'.f...O 24 Hour Phone: ] (;,(J c, ~ l, 1:, $ ~ {) ,, i~ $E ~ g'1 •• u~ 00 ' ~ ~ . ----. . . ,RS AGENT ~PRINT) oWNER(s}/6~ ~~) 7-"lr7--z.) Construction Threat to Storm Waler Quality (Check Box) = 0 MEDIUM e'.1',ow E-29 Page 1 of 1 REV 11/17 • (city of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-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 ❖ Decks ❖ PME (w/o panel upgrad ·-.... 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. · ' CITY OF c _. Details on CAP ordinance requirements are available on the city's website. BUILDING ARLSi3AO D!V/SJON _. 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.: _P_A_D_IL_L_A_'S_A_D_U_/_P_O_O_L_H_O_U_S_E ___ BP No.: { (3~2o20::76~ Property Address/APN: 2730 ARGONAUT A ST ./215-400-17-00 Applicant Name/Co MARCO A LAUREANO Applicant Address 560 LYNNETTE CIR. VISTA, CA. 92084 Contact Phone: 760-805-2358 Contact Email: LAUREANOMARK@YAHOO.COM Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 6 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: $ IO G, 4Lf f", /S'f 0 Residential ill New construction ~ Additions and alterations: □ BPV < $60,000 ~ BPV 2: $60,000 D Electrical service panel upgrade or,._· □ BPV 2: $200,000 D Nonresidential □ New construction □ Alterations: □ BPV 2: $200,000 or additions 2: 1,000 square feet □ BPV 2: $1,000,000 □ 2: 2,000 sq. ft. new roof addition 1. Energy Efllciency Low-rise N/A 1A, 4A ~ 1A, 4A• • High-rise 118, 28, 38,4A N/A HA 18, 4A• 1 B, 28, 38, 48 and 5 18, 5 18, 28, 5 28,5 A high-rise residential building is 4 or more stories, including a mixed-use building in which at least 20% of its conditioned floor area is residential use All residential addrtions and alterations 1-2 family dwellings and townhouses with attached garages only •Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of 2: 75% existing gross floor area 1 B also applies if BPV 2: $200,000 Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building standards Code (CALGreen) for more information when completing this section. A. Residential addition or alteration ~ $60,000 building permit valuation. CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Seect one: □ Duct sealing C Attic insulation □ Cool roof ~978 and later Select one: □ Lighting package □Water heatng Package □ Between 1978 and 1991 □ 1992 and later □ NIA ________ _ □ Exception: Home energy score 2: 7 (attach certification) Multi-family Requirements □ Attic insulation Select one: □Duct sealino □Attic insulation □Cool roof Select one: □Lighting package □Water heating package B. D Nonresidentiar new construction or alterations ~ $200,000 building permit 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 A5, Division A5.2 -Energy Efficiency. A5.203.1.1 Choose one: Cl .1 Outdoor lighting □ .2 Warehouse dock seal doors CJ .3 Restaurant service water heating (comply 111th California Energy Code section 140.5, as amended) CJ NIA _________ _ CJ .4 Daylight de~gn PAfs [I .5 Exhaust air heat re<.CNery A5.203.1.2.1 Choose one as applicable: D .95 Energy budget D .90 Energy budget CJ NIA A5.211.1* □ On-sne renewable energy □ NIA A5.211.3* □ Green power (if offered by local utilny provider, 50% minimum renewable sources) D NIA A5.212.1 D Elevators and escalators D NIA A5.213.1 □ Steel framing D NIA • lndudles 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 addmon: comply with CMC 18.30.130 instead. 2. Photovoltaic Syamms A. 0 Residential new construction (for low-rise residential building penmlt applications submitted after 1/1120~ Refer to 2019 California Energy 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(B) (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) PADILLA'S ADU 640 1 1.59 Total System Size: 1.59 kWdc= (CFAx.572) I 1,000 + (1.15x#d.u.) 'Formula calculation where CFA = condmonal floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please expiain. Exception D D D D kWdc B. 0 Nonresidential new construction or alterations ~1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof area by ~.ooo 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: D Gross Floor Area (GFA) Method GFA: □If< 10,000s.f. Enter: 5 kV\/dc Min. System Size: □If~ 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 Annual TDV Energy use:-______ x .80= Min. system size: _____ kWdc -Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Wa111r Heating A. 0 Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. D For systems serving individual dwelling units choose one: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMG section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ 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 @ Exception: TANK-LESS WATER HEATER PROVIDED O For systems serving multiple dwelling units, install a central water-heating system with all of the following: 0 Gas or propane water heating system O Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMG 18.30.170(8) (low- rise residential) 0 Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery □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): □ Heat pump water heater C] Electric resistance water heater( s) □Solar water heating system with .40 solar savings fraction D Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A 0 Residential New construction and major alterations' Please refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. ✓ One and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required IZI Exception : THIS IS AN ADU PROJECT D Multi-family residential· 0 Exception · Total Parking Spaces EVSESn~ces Proposed Ca=ble Ready Installed Calculations: Total EVSE spaces = .10 x Total parking (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready" or "Installed.') Total 'Major alterations are: (1) for one and two-family dwelings and townhouses v,,;th attached garages, alterations have a building permtt valuation ~ $60,000 or indude an electrical service panel upgrade; (2) for multifamily dwellings (three untts or more without attached garages), alterations have a building permtt valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) 0 Exception · Total Parking Spaces EVSE Soaces Proposed Caoable I Readv I Installed I Total I I I Calculation· Refer to the table below· Total Number of Parkina Snoces orovided Number of =uired EV Snaces Number of =uired EVSE Installed Snaces □ 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 oercent of total 50 =rcent of R""Uired EV Snoces Updated 8/1512019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. 0 Transportation Demand Management (TOM): Non1'88ldentlal ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of emploYOOiJ811erated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a IDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a sne-specific TOM plan based on the permn details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaila 8 Industrial 4 Manufacturing 4 Warehousin 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 (!"Edition 13 11 4.5 3.5 3 1 , For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT , 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 ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a IDM plan and understand that an approved TOM plan is a condnion of permn issuance. Applicant Signature: ________________ _ Date: _____ _ PetSon other than Applicant robe contacted for TDM compliance (if applicable/: Name(Printed): _________________ _ Phone Number: ____ _ Email Address: _________________ _ Updated 8/15/2019 6