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HomeMy WebLinkAbout2618 OBELISCO PL; ; PC2021-0055; PermitBuilding Permit Finaled Plan Check Permit Print Date: 04/09/2025 Job Address: 2618 OBELISCO PL, CARLSBAD, CA 92009-6527 Permit Type: BLDG-Plan Check Pa~el#: 2154602700 Valuation: $0.00 Occupancy Group: R-3 #of Dwelling Units: 1 Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Work Class: Residential Track#: Lot#: Project#: Plan#: Construction Type:V-B Orig. Plan Check#: Plan Check #: Description: KUDO; DETACHED ADU (1,200 SF) FEE BUILDING PLAN CHECK Property Owner: CO-OWNERS JEFFREY KUDO MARISA 2618 OBELISCO PL CARLSBAD, CA 92009-6527 BUILDING PLAN REVIEW-M INOR PROJECTS (LOE) BUILDING PLAN REVIEW-M INOR PROJECTS (PLN) Total Fees: $1,100.60 Total Payments To Date: $1,100.60 Building Division C cityof Carlsbad Permit No: Status: PC2021-0055 Closed -Finaled Applied: 11/30/2021 Issued: 08/31/2022 Finaled Close Out: 04/09/2025 Final Inspection: INSPECTOR: Contractor: ZAPARA AND SONS LLC PO BOX 371217 SAN DIEGO, CA 92137-1217 (619) 537-9766 Balance Due: AMOUNT $808.60 $194.00 $98.00 $0.00 Page 1 of 1 1635 Faraday Avenue, 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 Checkft'2t22/-~ Est. Value PC Deposit Date Job Address 2618 OBELISCO PLACE CARLSBAD, CA 92009 Unit: APN: 215-460-27-oo ·------ CT /Project #: ___________________ Lot #: _____ Year Built: __________ _ BRIEF DESCRIPTION OF WORK: detached ADU I:!] New SF : Living SF,. _____ Deck SF, ____ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? 0 Y O N New Fireplace? O YON, if yes how many? ___ _ D Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 Y G N 0 Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ □Solar: ___ KW, ___ Modules, Mounted:0RoofOGround, Tilt: 0Y0 N, RMA:OY ON, Battery:OYC N, Panel Upgrade: Ov ON Other: PRIMARY APPLICANT Name: MGF LLC Address: 5727 Adelaide Av City: San Diego Phone: 619-929 2851 State:_c_a ___ Zip: 92115 Em a i I: sandiego@moderngrannyflat.com DESIGN PROFESSIONAL Name: MGF LLC Address: 5727 Adelaide Av City: San Diego Phone: 619-929 2851 State:._c_A __ Zip: 92115 Email: sandiego@moderngrannyflat.com PROPERTY OWNER Na me: Jeff and Marisa Kudo Address: 2618 Obelisco Place City: Carlsbad State:._c_A __ .Zip: 92009 Phone: _____________________ _ Email: jeff_kudo@yahoo.com -kudo.marisa@gmail.com CONTRACTOR OF RECORD Business Name: Zapara & Sons LLC ·-------------------Address: 771 Jamacha Road 202 City: El Cajon State:._c_A __ Zip: 92019 Phone: 619-537-9766 Email: zak@zaparasons.com Architect State License: NO -------------CSLB License #:,_1_27_3_32_sP ____ Class:. _______ _ Carlsbad Business License# (Required):. ________ _ APPLICANT CERTIFICATION: I certify that I have read the application ond state that the above informatian is carrect and that the informatian af the plans is accurate. I agree ta comply with all City ordinances and State laws relating ta building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 10121 • lW I NTERWEST A SAA!bullt' COMPANY DATE: 2/15/2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0055 PROJECT ADDRESS: 2618 Obelisco Place PROJECT NAME: Detached ADU (1,200 sf) SET: II □ APPLICANT □ JURIS. ~ 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 lnterwest 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: ~ 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: (by: Email: Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno. Phone: 858-345-6435 lnterwest 2/2/2022 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Cali forn ia 92123 ♦ (858) 560-1 468 ♦ Fax (858) 560-1576 • lW INTERWEST A SAFEbuill COMPANY DATE: 12/16/2021 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0055 PROJECT ADDRESS: 2618 Obelisco Place PROJECT NAME: Detached ADU (1,200 sf) SET: I □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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. [8] The check list transmitted herewith is for your information. The plans are being held at lnterwest 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. [8] The applicant's copy of the check list has been sent to: MGF D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Telephone#: 619-929-2851 Person contacted: MGF Date contacted: (by: ) Email: sandiego@moderngrannyflat.com Mail Telephone Fax In Person 0 REMARKS: By: Richard Moreno. Phone: 858-345-6435 lnterwest 12/2/2021 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CB-PC2021-0055 12/16/2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-PC2021-0055 JURISDICTION: Carlsbad PROJECT ADDRESS: 2618 Obelisco Place FLOOR AREA: ADU 1200 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW 858-345-6435 COMPLETED: 12/16/2021 FOREWORD (PLEASE READ): STORIES: 1 HEIGHT: 13-ft DATE PLANS RECEIVED BY ESGIL CORPORATION: 12/2/2021 PLAN REVIEWER: Richard Moreno. Phone: 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 CB-PC2021-0055 12/16/2021 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0055 PREPARED BY: Richard Moreno. Phone: 858-345-6435 BUILDING ADDRESS: 2618 Obelisco Place BUILDING OCCUPANCY: BUILDING I AREA I Vaklation Reg. PORTION (Sq.Fl) Multiplier Mod. ADU 1200 - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisd lction Code cb By Ordinance 1997 UBC Building Permit Fee • J ---r·Mrn : 1997 UBC Plan Check Fee ~J DATE: 12/16/2021 VALUE ($) 170,112 170,112 Type of Review: 0 Complete Review 0 Other 0 Structural Only 0 Repetitive Fee ~ Repeats □ Ho~y &Gil Fee Comments: In addition to the above fee, an additional fee of$ $ /hr.) for the CalGreen review. $570.771 is due ( hour @ Sheet of Carlsbad CB-PC2021-0055 12/16/2021 PLANS 1. The following note should be given with each correction list: Please make all corrections , as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industr,ial 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. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). 3. Provide item-by-item responses on an 8-1 /2-inch by 11 -inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 4. Provide table or summary on plot plan of the HERS FEATURE SUMMARY indicated on the CF1R form (CBEES 10-103): a. Duct sealing b. Cooling system refrigerant charge c. Cooling system minimum airflow d. Cooling system fan efficacy e. Cooling system SEER and/or EER above minimum f. Indoor air quality (IAQ) mechanical ventilation g. Building envelope air leakage h. Quality insulation installation i. Other: 5. Specify on plot plan the REQUIRED SPECIAL FEATURES indicated on the CF1R form. Carlsbad CB-PC2021-0055 12/16/2021 6. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B- 50) to be completed by the APPLICANT. For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: A. The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required . B. Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. C. Only for projects that require CAP compliance: DO NOT APPROVE THE PLANS UNTIL THE B-55 CAP PLAN TEMPLATE IS COMPLETED (MATCHING THE B-50 APPLICATION) AND IMPRINTED ONTO THE PLANS. THE B-55 FORM IS LOCATED AT THE END OF THE B-50 FORM. EXITS, STAIRWAYS, AND RAILINGS 7. For exterior stairs. Provide stairway and landing details. Section R311 .7. a) Maximum rise is 7-3/4" and minimum run is 10", measured from the nosing projection. Where there is no nosing, the minimum run is 11". b) Minimum headroom is 6'-8". c) Minimum width is 36". d) The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. 8. Open risers are only permitted if the opening between treads does not permit the passage of a 4" diameter sphere. Section R311 .7.5.1. 9. A nosing (between ¾" and 1-¼") shall be provided on stairways with solid risers. Exception: No nosing is required if the tread depth is at least 11 inches. Section R311 .7.5.3. 10. Exterior stairs: Handrails (Section R311 .7.8): a) Shall be provided on at least one side of each stairway with four or more risers. b) Handrails and extensions shall be 34" to 38" above nosing of treads and be continuous. c) The handgrip portion of all handrails shall be not less than 1-¼ inches nor more than 2 inches in cross-sectional dimension. See Section R311.7.8.3 for alternatives. Carlsbad CB-PC2021-0055 12/16/2021 d) Handrails adjacent to walls shall have at least 1-½ inches between the wall and the handrail. e) Ends of handrails shall be returned or shall have rounded terminations or bends. CONCRETE AND MASONRY 11 . Show height and construction details of all masonry or concrete retaining walls. Section R404. Show and dimension exterior retaining wall per section 3/A01 . FOUNDATION REQUIREMENTS 12. 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. 13. 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." 14. 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). 15. Show minimum underfloor access of 16" x 24". Section R408.4. 16. 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. 17. Provide concrete platform for mechanical unit located on crawlspaces. 18. Show distance from foundation to edge of cut or fill slopes ("distance-to-daylight") and show slope and heights of cuts and fills . Section R403 .1.7. 19. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401 .3 a) Exception: Where lot lines, walls, slopes or other physical barriers prohibit 6 inches of fall within 10 feet, drains or swales shall be constructed to ensure drainage Carlsbad CB-PC2021-0055 12/16/2021 away from the structure. Impervious surfaces within 10 feet of the building foundation shall be sloped not less than 2 percent away from the building . ENERGY CONSERVATION 20. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. b) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. c) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting .) d) A 120-volt receptacle accessible to the heater installed within 3'. 21. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 22. All domestic hot water piping to have the following minimum insulation installed: ½" pipe (1/2" insulation);¾" pipe (1 " insulation); 1" to 1-½" pipe (1-½" insulation). CPC 609.11 & ES 150.0U) 23. Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.OG) Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 24. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. 25 . Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture". 26. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. 27. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. Carlsbad CB-PC2021-0055 12/16/2021 a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum 1 "Sane" (continuous use) or 3 "Sane" (intermittent). ELECTRICAL 28. An ADU may have a separate utility service installed, or sub fed via existing service with adequate capacity. ADU's require electrical load calculations per CEC 220.83 to justify existing electrical service size is adequate. 29. A separate (detached building with a separate foundation and slab) ADU requires a separate ground electrode system per CEC 250.32 MISCELLANEOUS 30. 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 □ 31. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Richard Moreno. Phone: 858-345-6435 at lnterwest. Thank you. Carlsbad CB-PC2021-0055 12/16/2021 { Cicyof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordann with Chapter 17 of the Callfornl1 Bulldlng Code the following muat be completed when work being performed requires apeclal lnapectlon, 1tructural oblervatlon and construction material tfttlng. Project/Penni!: _________ _ Project Address· ________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check If you are Owner-Builder a . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Pleasepr1n1.,__ _______________________________ _ CF,lwl) Malling Acldres ... ·~------------------------------- Email_· _______________________ Phone_· _________ _ I em: □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe,__· ____________ 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 cartsbad requirements for special Inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed In the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatur...._· ______________________ Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name:. __________________ Please checl< ;r you er• Owner-Builder a Name: (Plaaseprin1) ________________________________ _ lM,1.) Mailing Address: _________________________________ _ Email: ________________________ Phone_· __________ _ State of California Contractor's License Number:. __________ Expiration Date: ______ _ • 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 wil have a qualified person within our (the contractor's) organization to exercise such control. • t wm PCPrfd• • Oo•t c,pgrt(fe«tc 1n cerne/f•ace wfth csc §ectlqn 1104.1.2 prior tg c,au11t1na Oo•t Inspection. Signature_· ______________________ Date: __________ _ Page 1 of 1 Rev. 08111 I MORGAN STRUCTURAL ENGINEERING Date: 8/6/21 Engineer: Jeff Morgan, S.E. Job#: 21.086 www.morganstructural.com jeff@morganstructural.com (760) 690-7454 STRUCTURAL CALCULATIONS FOR THE KUDO ADU 2618 OBELISCO PLACE CARLSBAD, CA 92009 PC2021-0055 2618 OBELISCO PL KUDO; DETACHED ADU (1,200 SF) 2154602700 11/30/2021 PC2021-0055 MORGAN STRUCTURAL ENGINEERING GRAVITY DESIGN TABLE OF CONTENTS www. morga nstructu ra I .com jeff@morganstructural.com (760) 690-7454 Roof, Floor & Wall Weights .................................................................................... l. l Roof Framing ........................................................................................................ 1.2 Floor Framing ...................................................................................................... 1.13 LATERAL DESIGN Base Shear Analysis ............................................................................................... 2. l Wind Analysis ........................................................................................................ 2.4 Shearwall Design ................................................................................................... 2 .6 FOUNDATION DESIGN Continuous Foundation ......................................................................................... 3.2 Spread Foundation ................................................................................................ 3.3 2 project: Kudo ADU MORGAN location: Carlsbad, CA STRUCTURAL I ENGINEERING -------------------'! REFERENCE 2019 California Building Code Typical Roof Loads: Asphalt Shingles 1/2" Sheathing Framing Insulation 5/8" Gyp Board Ceiling Misc Typical Floor Loads : Flooring 3/4" Sheathing Framing Insulation 5/8" Gyp Board Cei ling Misc ding Weights & Base Shear, Floor and Wall Weights 1 • 1 6.0 psf 1.5 psf 4.0 psf 1.0 psf 2.8 psf 2.7 psf 18.0 psf DL: RLL: 8.0 psf 2.3 psf 4.0 psf 1.0 psf 2.8 psf 1.9 psf 20.0 psf DL: LL: by: sheet no: JM date: job no: 08/06/21 21 .086 18.0 psf 20.0 psf 20.0 psf 40.0 psf MORGAN STRUCTURAL ENGINEERING jeff@morganstructural.com {760} 690-7454 KUDO ADU 2618 OBELISCO PLACE CARLSBAD, CA 92009 DATE: 8/6/21 PROJECT#: 21.086 Title Block Line 1 ·You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 1 :58PM ie: . -u o.ec Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RJ-1 CODE REFERENCES Calculations per NDS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination :ASCE 7-16 Fb + Fb - 1000 psi 1000 psi 1500 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.1 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 625 psi 180 psi 675 psi Ebend-xx 1700ksi Eminbend -xx 620ksi Density 31 . 21 pcf Repetitive Member Stress Increase D(0.036{ Lr(0.04) D(0.036~ Lr(0.04) 2x10 Span = 9.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width= 2.0 ft, (ROOF) DESIGN SUMMARY 2x10 Span = 6.50 ft Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio = 0.570 1 Maximum Shear Stress Ratio = 0.222 : 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 900.67psi fv: Actual = 50.06 psi Fb: Allowable = 1,581.25psi Fv: Allowable = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.000ft Location of maximum on span = 8.246ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.180 in Ratio= 868 >=360 Max Upward Transient Deflection -0.013 in Ratio= 8015 >=360 Max Downward Total Deflection 0.341 in Ratio= 456 >=180 Max Upward Total Deflection -0.026 in Ratio= 4218 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.375 0.146 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.76 426.64 1138.50 0.22 23.71 162.00 Length = 6.50 It 2 0.375 0.146 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.76 426.64 1138.50 0.21 23.71 162.00 +D+Lr 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.0 It 1 0.570 0.222 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.61 900.67 1581.25 0.46 50.06 225.00 Length = 6.50 It 2 0.570 0.222 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.61 900.67 1581.25 0.44 50.06 225.00 +D+0.750Lr 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It 1 0.495 0.193 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.39 782.17 1581.25 0.40 43.47 225.00 Length = 6.50 It 2 0.495 0.193 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.39 782.17 1581.25 0.38 43.47 225.00 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 It 0.126 0.049 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.46 255.98 2024.00 0.13 14.23 288.00 1.3 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RJ-1 Load Combination Segment Length Span# Length = 6.50 ft 2 Max Stress Ratios M V 0.126 0.049 Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Span 1 2 Project Title: Engineer: Project ID: Project Descr: Cd C FN Ci Cr Cm C t CL 1.60 1100 1.00 115 1.00 1.00 1.00 Max. ' -• Defl Location in Span Load Combination 0.0000 0.000 +D+Lr 0.3411 6.500 Support notation : Far left is #1 Support 1 0.164 0.086 0078 0.164 0.142 0.047 0.086 Support 2 Support 3 1.014 0.534 0.481 1.014 0.881 0.288 0.534 1.4 Printed: 6 AUG 2021, 1 :58PM ie: . -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values M lb F'b V fv F'v 0.46 255.98 2024.00 0.12 14.23 288.00 Max. '+' Defl Location in Span -0.0256 6.687 0.0000 6.687 Values in KIPS Title Block Line 1 • You can thange this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 1.58PM i e: . -u o.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RJ-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 1,000.0 psi 1,000.0 psi 1,500.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing v : Douglas Fir-Larch : No.1 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.02394 ~ Lr(0.0266) 2x10 Span = 18.0 ft 625.0 psi 180.0 psi 675.0 psi Ebend-xx 1,700.0 ksi Eminbend -xx 620.0ksi Density 31 .210 pcf Repetitive Member Stress Increase A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0180, Lr= 0.020 ksf, Tributary Width= 1.330 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.726 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span fb: Actual = 1, 148.28psi fv: Actual Fb: Allowable = 1,581.25psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 9.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.376 in Ratio= 57 4 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.714 in Ratio = 302 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb D Only Length= 18.0 ft 0.478 0.132 0.90 1.100 1.00 1.15 1.00 1.00 1.00 0.97 543.92 +D+Lr 1.100 1.00 1.15 1.00 100 1.00 Length= 18.0 ft 0.726 0.201 1.25 1.100 1.00 1.15 1.00 1.00 1.00 2.05 1,148.28 +D+0.750Lr 1.100 1.00 1.15 1.00 1.00 1.00 Length= 18.0 ft 0.631 0.175 1.25 1.100 1.00 1.15 1.00 1.00 1.00 1.78 997.19 +0.60D 1.100 1.00 1.15 1.00 1.00 1.00 Length= 18.0 ft 1 0.161 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.58 326.35 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span Load Combination +D+Lr 1 0.7139 9.066 1 .. 5 Design OK = 0.201 : 1 2x10 = 45.23 psi = 225.00 psi +D+Lr = 17.277ft = Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1138.50 0.20 21.42 162.00 0.00 0.00 0.00 0.00 1581.25 0.42 45.23 225.00 0.00 0.00 0.00 0.00 1581.25 0.36 39.28 225.00 0.00 0.00 0.00 0.00 2024.00 0.12 12.85 288.00 Max.·+• Defl Location in Span 0.0000 0.000 Title Block Line 1 • You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RJ-2 Project Title: Engineer: Project ID: Project Descr: Vertical Reactions Support notation : Far left is #1 Printed: 6 AUG 2021, 1:58PM Fie: . -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS ---------------------------------------------Lo ad Combination Support 1 Support 2 Overall MAXimum 0.455 0.455 Overall MINimum 0.239 0.239 D Only 0.215 0.215 +D+Lr 0.455 0.455 +D+0.750Lr 0.395 0.395 +0.600 0.129 0.129 Lr Only 0.239 0.239 1.6 Title Block Line 1 • You can ehange this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed· 6 AUG 2021, 1·SSPM ie: -u o.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 1,600.0 psi 1,600.0 psi 1,100.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing f : Douglas Fir-Larch : Select Structural Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.27 Lr 0.3 6x14 Span = 18.0 ft 625.0 psi 170.0 psi 950.0 psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.21 0pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width= 15.0 ft, (ROOF) DESIGN SUMMARY· Maximum Bending Stress Ratio = 0.840 1 Maximum Shear Stress Ratio Section used for this span 6x14 Section used for this span fb: Actual = 1,658.18 psi fv: Actual Fb: Allowable = 1,974.00psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 9.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.395 in Ratio= 546 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.751 in Ratio= 287 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load CombinaUon Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length= 18.0 ft 0.553 0.281 0.90 0.987 1.00 1.00 1.00 1.00 1.00 10.94 785.45 +D+Lr 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.840 0.427 1.25 0.987 1.00 1.00 1.00 1.00 1.00 23.09 1,658.18 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 0.729 0.371 1.25 0.987 1.00 1.00 1.00 1.00 1.00 20.05 1,440.00 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 Length = 18.0 ft 1 0.187 0.095 1.60 0.987 1.00 100 1.00 1.00 1.00 6.56 471.27 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+Lr 1 0.7505 9.066 1.7 Design OK = 0.427: 1 6x14 = 90.78 psi = 212.50 psi +D+Lr = 16.883 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1421.28 2.13 43.00 153.00 0.00 0.00 0.00 0.00 1974.00 4.49 90.78 212.50 0.00 0.00 0.00 0.00 1974.00 3.90 78.83 212.50 0.00 0.00 0.00 0.00 2526.72 1.28 25.80 272.00 Max.'+' Defl Location in Span 0.0000 0.000 Title Block Line 1 • You can -change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 5.130 2.700 2.430 5.130 4.455 1.458 2.700 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 5.130 2.700 2.430 5.130 4.455 1.458 2.700 1.8 Printed. 6 AUG 2021, 1.55PM ie: -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS Title Block Line 1 You can·change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 1 56PM 1e: . -udo.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-2 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 1,600.0 psi 1,600.0 psi 1,100.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : Select Structural Fe -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.1 D(0.216~Lr(0.24) 6x8 Span = 8.50 ft 625.0 psi 170.0 psi 950.0 psi Ebend-xx 1,600.0 ksi Eminbend -xx 580.0 ksi Density 31 .210pcf 1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0180, Lr= 0.020 ksf, Tributary Width= 12.0 ft, (ROOF) Uniform Load : D = 0.020 ksf, Tributary Width = 5.0 ft, (WALL) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.584: 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span fb: Actual = 1,168.61psi fv: Actual Fb: Allowable = 2,000.00psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 4.250ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.092 in Ratio= 1112 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.212 in Ratio= 480 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 8.50 ft 0.461 0.273 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.85 664.17 +O+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 0.584 0.345 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.02 1,168.61 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 0.521 0.308 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.48 1,042.50 +0,600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.50 ft 1 0.156 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 398.50 Overall Maximum Deflections Load Combination Span Max."." Oefl Location in Span Load Combination +O+Lr 0.2123 4.281 1.9 = 0.345: 1 6x8 73.38 psi = 212.50 psi +D+Lr = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1440.00 1.15 41.71 153.00 0.00 0.00 0.00 0.00 2000.00 2.02 73.38 212.50 0.00 0.00 0.00 0.00 2000.00 1.80 65.46 212.50 0.00 0.00 0.00 0.00 2560.00 0.69 25.02 272.00 Max."+" Defl Location in Span 0.0000 0.000 Title Block Line 1 You can 'change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 2.363 1.020 1.343 2.363 2.108 0.806 1.020 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 2.363 1.020 1.343 2.363 2.108 0.806 1.020 1.10 Software copyright ENERCALC, INC. 1983-2020. Build:12.20.8.24 Values in KIPS Title Block Line 1 ·You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 2 03PM ,e: . -u o.ec Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: RB-3 CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 1000 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb -1000 psi Ebend-xx 1700ksi Fe -Prll 1500 psi Eminbend -xx 620ksi Wood Species : Douglas Fir-Larch Fe -Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.21pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.072i Lr(0.08) 4x10 Span = 17.0 fl A plied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0180, Lr = 0.020 ksf, Tributary Width= 4.0 ft, (ROOF) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.880 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 1,320.18psi fv: Actual Fb: Allowable = 1,500.00psi Fv: Allowable Load Combination +D+Lr Load Combination Location of maximum on span = 8.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.385 in Ratio= 529 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.732 in Ratio= 278 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M fb DOnly Length= 17.0 ft 0.579 0.160 0.90 1.200 1.00 1.00 1.00 1.00 1.00 2.60 625.35 +D+Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length= 17.0 ft 0.880 0.243 1.25 1.200 1.00 1.00 1.00 1.00 1.00 5.49 1,320.18 +D+0.750Lr 1.200 1.00 1.00 1.00 1.00 1.00 Length = 17.0 ft 0.764 0.211 1.25 1.200 1.00 1.00 1.00 1.00 1.00 4.77 1,146.47 +0.60D 1.200 1.00 100 1.00 1.00 1.00 Length= 17.0 ft 1 0.195 0.054 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.56 375.21 Overall Maximum Deflections Load Combination Span Max.'.' Defl Location in Span Load Combination +D+Lr 1 0.7321 8.562 1.11 Design OK = 0.243: 1 4x10 = 54.62 psi = 225.00 psi +D+Lr = 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1080.00 0.56 25.87 162.00 0.00 0.00 0.00 0.00 1500.00 118 54.62 225.00 0.00 0.00 0.00 0.00 1500.00 102 47.43 225.00 0.00 0.00 0.00 0.00 1920.00 0.34 15.52 288.00 Max.'+' Defl Location in Span 0.0000 0.000 Title Block Line 1 You can ch'ange this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: RB-3 Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 1.292 0.680 0.612 1.292 1.122 0.367 0.680 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.292 0.680 0.612 1.292 1.122 0.367 0.680 1.12 Printed: 6 AUG 2021. 2·03PM ie: . -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS MORGAN STRUCTURAL ENGINEERING jeff@morganstructural.com (760) 690-7454 KUDO ADU 2618 OBELISCO PLACE CARLSBAD, CA 92009 ---7 ·--I -------- . " . I FB-1 DATE: 8/6/21 PROJECT#: 21.086 ~ Boise Cascade' ~ W' ENGINEEREtl•.'tOOO PROOuCTS BC CALC® Member Report Build 8013 Job name: 21.086 -Kudo Address: City, State, Zip: Customer: Single 11-7/8" BCI® 5000-1.7 DF FJ-1 (Joist) Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed File name: Framing Description: Specifier: Designer: Jeff Morgan IPASSEDI August 6, 2021 17:09:37 Code reports: ESR-1336 Company: Morgan Structural Engineering B1 16-08-01 Total Horizontal Product Length= 16-08-01 Reaction Summary (Down/ Uplift) (lbs) Bearing Live Dead Snow Wind B1 , 5-1/2" 445 / 0 222 / 0 B2, 5-1/2" 445 / 0 222 I 0 Load Summary Tag Descrietion Load T:tee Ref. Start End 1 Standard Load Unf. Area (lb/ft2) L 00-00-00 16-08-01 Controls Summary Value Pos. Moment 2522 ft-lbs End Reaction 667 lbs End Shear 630 lbs Total Load Deflection L/506 (0.376") Live Load Deflection L/759 (0.251 ") Max Defl. 0.376" Span / Depth 16.0 Bearing Supports Dim. (LxWJ B1 Wall/Plate 5-1/2" x 2" B2 Wall/Plate 5-1/2" x 2" BC FloorValue® Summary ¾Allowable 80.1% 46.8% 38.8% 47.4% 63.2% 37.6% Value 667Ibs 667Ibs %Allow Sueeort n\a n\a Duration 100% 100% 100% n\a n\a n\a %Allow Member 46.8% 46.8% BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 08-04-00 Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. BC CALC® analysis is based on IBC 2009. Live Dead Loe. 100% 90% Top 40 20 Case Location 1 08-04-01 00-00-00 1 00-05-08 1 08-04-01 2 08-04-01 08-04-01 Material Unspecified Unspecified Composite El value based on 3/4" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Calculations assume member is fully braced. 1.14 Page 1 of 1 B2 Roof Live Snow Wind Roof ocs Live 115% 160% 125% 16 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code-accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJS™, ALLJOIST® , BC RIM BOARD™, BCI® , BOISE GLULAMTM, BC FloorValue®, VERSA-LAM®, VERSA-RIM PLUS® , Title Block Line 1 ·vou can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 2:40PM i e: . -u o.ec Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I.I DESCRIPTION: FJ-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-1 6 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 1,000.0 psi 1,000.0 psi 1,500.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir-Larch : No.1 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 625.0 psi 180.0 psi 675.0 psi Ebend-xx 1, 700.0ksi Eminbend -xx 620.0ksi Density 31.21 Opcf Repetitive Member Stress Increase 0(0.0266) L(0.0532) 0(0.0266) L(0.0798) 2x12 Span = 9.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 1.330 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 1.330 ft, (DECK) DESIGN SUMMARY 2x12 Span = 6.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.632 1 Maximum Shear Stress Ratio = 0.268 : 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 726.36psi fv: Actual = 48.19 psi Fb: Allowable = 1, 150.00psi Fv: Allowable = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.000ft Location of maximum on span = 9.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.166 in Ratio= 868 >=360 Max Upward Transient Deflection -0.019 in Ratio= 5820 >=360 Max Downward Total Deflection 0.212 in Ratio= 678 >=180 Max Upward Total Deflection -0.021 in Ratio= 5113 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.175 0.082 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.48 181.59 1035.00 0.15 13.23 162.00 Length = 6.0 ft 2 0.175 0.082 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.48 181.59 1035.00 0.14 13.23 162.00 +D+L 1.000 1.00 1.15 100 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.632 0.268 1.00 1.000 1.00 1.15 100 1.00 1.00 1.92 726.36 1150.00 0.54 48.19 180.00 Length = 6.0 ft 2 0.632 0.268 1.00 1000 1.00 1.15 1.00 100 1.00 1.92 726.36 1150.00 0.54 48.19 180.00 +D+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.411 0.174 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.56 590.17 1437.50 0.44 39.15 225.00 Length = 6.0 ft 2 0.411 0.174 1.25 1.000 1.00 1.15 1.00 1.00 1.00 1.56 590.17 1437.50 0.44 39.15 225.00 +0.60D 1.000 100 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 0.059 0.028 1.60 1.000 100 1.15 1.00 1.00 1.00 0.29 108.95 1840.00 0.09 7.94 288.00 1.15 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FJ-2 Load Combination Segment Length Span# Length = 6.0 ft 2 Max Stress Ratios M V 0.059 0.028 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Span 1 2 Project Title: Engineer: Project ID: Project Descr: Cd C FN Ci Cr Cm C t CL 1.60 1.000 1.00 1.15 1.00 1.00 1.00 Max. " -" Deft Location in Span Load Combination 0.0000 0.000 +D+L 0.2119 6.000 Support notation : Far left is #1 Support 1 0.146 0.080 0.066 0.146 0.126 0.040 0.080 Support 2 Support 3 1.210 0.878 0.333 1.210 0.991 0.200 0.878 1.16 Printed: 6 AUG 2021, 2:40PM ile: . -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Moment Values Shear Values M lb F'b V fv F'v 0.29 108.95 1840.00 0.08 7.94 288.00 Max. "+" Defl Location in Span -0.0211 6.385 0.0000 6.385 Values in KIPS Title Block Line 1 You car, change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project ID: Project Descr: Printed: 6 AUG 2021, 2 55PM Ie: . -u o.e Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., DESCRIPTION: FB-1 CODE REFERENCES Calculations per NOS 2012, !BC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- 3,100.0psi 3,100.0 psi 3,000.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Boise Cascade : Versa Lam 3100 Fc -Prll Fe -Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling D(0.09) L(0.18) 3.5x11.875 Span= 16.50 fl 750.0 psi 285.0 psi 2,100.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.760pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 4.50 ft, (FLOOR) DESIGN SUMMARY Maximum Bending Stress Ratio 0.432 1 Maximum Shear Stress Ratio Section used for this span 3.5x11 .875 Section used for this span fb: Actual = 1,339.29psi fv: Actual Fb: Allowable = 3,100.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 8.250ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 641 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.463 in Ratio= 427 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb D Only Length= 16.50 ft 0.160 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 446.43 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 0.432 0.249 100 1.000 1.00 1.00 1.00 100 1.00 9.19 1,339.29 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 0.288 0.166 1.25 1.000 1.00 1.00 1.00 100 1.00 7.66 1,116.07 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 16.50 ft 1 0.054 0.031 1.60 1.000 1.00 100 1.00 100 1.00 1.84 267.86 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span Load Combination +D+L 1 0.4631 8.310 1.17 Design OK = 0.249: 1 3.5x11.875 = 70.97 psi = 285.00 psi +D+L = 0.000ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2790.00 0.66 23.66 256.50 0.00 0.00 0.00 0.00 3100.00 1.97 70.97 285.00 0.00 0.00 0.00 0.00 3875.00 1.64 59.14 356.25 0.00 0.00 0.00 0.00 4960.00 0.39 14.19 456.00 Max.'+" Defl Location in Span 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Wood Beam ,., DESCRIPTION: FB-1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D L Only Support 1 2.228 1.485 0.743 2.228 1.856 0.446 1.485 Project Title: Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 2.228 1.485 0.743 2.228 1.856 0.446 1.485 1.18 Printed: 6 AUG 2021, 2:55PM ile: . -u o.ec Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Values in KIPS h = 9 Co= 1.00 c= 0.8 2"-4" D.F. #1 5" Post & Timber F = C 1000 F = C 1200 E'min = 620000 E'min = 620000 2x4 (2) 2x4 4x4 4x6 4x8 4x10 6x6 6x8 6x10 b 1.5 3.5 3.5 5.5 7.25 9.25 5.5 7.5 9.5 d 3.5 3 3.5 3.5 3.5 3.5 5.5 5.5 5.5 le/d = 30.9 36.0 30.9 30.9 30.9 30.9 19.6 19.6 19.6 FcE = 535 393 535 535 535 535 1322 1322 1322 . F = C 1000 1000 1000 1000 1000 1000 1200 1200 1200 c= 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 FcE/F\= 0.54 0.39 0.54 0.54 0.54 0.54 1.10 1.10 1.10 C -p -0.46 0.35 0.46 0.46 0.46 0.46 0.72 0.72 0.72 P= 2404 3721 5609 8814 11619 14824 26256 35803 45351 1.19 MORGAN STRUCTURAL ENGINEERING Job: Kudo ADU SEISMIC DESIGN BASE SHEAR (STATIC) Risk Category: 11 le= 1.00 R = 6.5 (IBC Table 1604.5) (ASCE Table 11 .5-1) (ASCE Table 12.2-1) (ASCE Table 12.2-1) SEISMIC GROUND MOTION VALUES Site Classification = D Short Period Ss = 0.947 Fa= 1.200 SMs = 1.136 Sos = 0.758 (IBC Table 1613.5.3(1 )) (IBC Eq. 16-37) (IBC Eq. 16-39) APPROXIMATE FUNDAMENTAL PERIOD Building Type: All Other Structural Systems Maximum Height= 14.0 ft Ta= 0.14 sec To= 0.10 sec Ts = 0.52 sec (ASCE Eq. 12.8-7) SEISMIC DESIGN CATEGORY SOC= D (ASCE 11.6) ASD Lateral Force Analysis 2019 CBC 0 0 = 2.5 Reduced by 1/2 for flexible diaphragms per ASCE Table 12.2-1 footnote g Long Period S1 = 0.346 Fv = 1.708 SM,= 0.591 S0 1 = 0.394 (IBC Table 161 3.5.3(2)) (IBC Eq. 16-38) (IBC Eq. 16-40) TL= 8 sec (ASCE Figure 22-16) SEISMIC BASE SHEAR Cs = 0.1166 CsMAx = 0.4187 Cs MIN = 0.0100 Cs= 0.1166 Govs (ASCE Eq. 12.8-2) V =I0.1166*W (ASCE Eq. 12.8-3 & Eq. 12.8-4) (ASCE Eq. 12.8-5 & Eq. 12.8-6) 2.1 8/6/2021 U.S. Seismic Design Maps OSHPD 2618 Obelisco Pl, Carlsbad, CA 92009, USA Latitude, Longitude: 33.1024895, -117 .2454277 Date Design Code Reference Document Risk Category Site Class Type Value Ss 0.947 s, 0.346 SMs 1.136 SM1 null -See Section 11.4 .8 Sos 0.758 So1 null -See Section 11.4 .8 Type Value soc null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.413 FPGA 1.2 PGAM 0.495 TL 8 SsRT 0.947 SsUH 1.052 SsD 1.5 S1RT 0.346 S1UH 0.379 S1D 0.6 PGAd 0.5 CRs 0.901 CR1 0.913 https://seismicmaps.org 9 Caring Advocates 9 Anna Grigorian O f La Costa Meadows Elementary School Piano Studio y ~' Temporarily closed !1-(g Description 81612021 , 3:25:15 PM ASCE7-16 II D -Default {See Section 11.4.3) MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-iargeted ground motion. (0.2 second) Co,.,. 1~,,. lq .s-, Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1 .0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. {Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s 2.2 Map data ©2021 1/2 I MORGAN STRUCTURAL ENGINEERING Job: Kudo ADU ASD Lateral Force Analysis 2019 CBC Cs : 0.1 17 k = 1.00 (ASCE Eq. 12.8-12) VERTICAL SEISMIC FORCE DISTRIBUTION (ASCE 12.8.3) Level Height DL Add'I Mas~ Floor Area Weight whk Cv Story Shear % Total (ft) (psf) (kips) (sq.ft.) (kips) (k-ft) (12.8-1 2) (ki ps) (psf) L2 11.0 28.0 0.0 1700 48 524 1.000 6 3.3 100.0% I Totals: 48 524 1.0 6 I Base Shear DIAPHRAGM LOADS (ASCE 12.10) NORTH-SOUTH DIRECTION EAST-WEST DIRECTION Level DL PL (12.10-1) Max Min Gov PL (12.10-1) Max Min Gov (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) L2 28 0.0 3.3 8.5 4.2 4.2 0.0 3.3 8.5 4.2 4.2 2.3 I Job: MORGAN STRUCTURAL ENGINEERING Kudo ADU /BC 1609.6 ALTERNATIVE ALL-HEIGHTS METHOD ASD Lateral Force Analysis 2019 CBC DESIGN WIND PRESSURE -MAIN WIND FORCE RESISTING SYSTEM Exposure Category= C (IBC 1609.4.2) Roof Pitch = #####-----------~ngle = 18.4 ° Eave Height = 08.0 ft Maximum Height = 14.0 ft Mean Roof Height = 11_.0 ft Main Wind Force: Vult = 97 mph (Figure 1609A) Vasd = 75 mph Kz1 = 1.00 (ASCE 7 26.8) lw = 1.00 (ASCE 7 Table 1.5-2) N-S Dimension 40.0 ft E-W Dimension 103.0 ft Enclosure: Enclosed Low Rise? YES a = 9.5 (ASCE 7 Table 26.9.1) Zg = 900 (ASCE 7 Table 26.9.1) WIND DISTRIBUTION ON NORTH-SOUTH ROOF Level Windward Roof Leeward Roof Parapet z K, Cnet Pnet Height Cnet Pnet Height Cnet Pnet Cnet Pnet Height FTotal (ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) L2 11.0 0.85 -0.72 -14.67 6.0 -0.66 -1 3.50 6.0 1.28 26.2 -0.85 -17.4 0.0 96.0 WIND DISTRIBUTION ON NORTH-SOUTH WALLS Level Windward Walls Leeward Walls Total Wind z K, Cnet Pnet Height F Cnet Pnet Height F Roof Walls 0.6x Total (ft) (27.3-1) (psf) (ft) (plf) (psf) (ft) (plf) (plf) (plf) (plf) L2 11.0 0.85 0.43 8.8 5.5 48.4 -0.51 -10.4 5.5 -57.4 96.0 105.8 121.1 2.4 WIND DISTRIBUTION ON EAST-WEST ROOF Level Windward Roof Leeward Roof Parapet z Kz C net Pnet Height C net Pnet Height C net Pnet Cnet Pnet Height F Total (ft) (27.3-1 ) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf) L2 11 .0 0.85 -0.72 -14.7 6.0 -0.66 -13.5 6.0 1.28 26.2 -0.85 -17.4 0.0 96.0 WIND DISTRIBUTION ON EAST-WEST WALLS Level Windward Walls Leeward Walls Total Wind z Kz C net Pnet Height F Cnet P net Height F Roof Walls 0.6x Total (ft) (27.3-1 ) (psf) (ft) (plf) (psf) (ft) (plf) (plf) (plf) (plf) L2 11.0 0.85 0.43 8.8 5.5 48.4 -0.51 -10.4 5.5 -57.4 96.0 105.8 121.1 2.5 MORGAN STRUCTURAL ENGINEERING jeff@morganstructural.com (760) 690-7454 1'·3" "' [l> .,, KUDO ADU 2618 OBELISCO PLACE CARLSBAD, CA 92009 --- SW-11 -Y-~r --------7 -I I I --------------I - 1·-·-;· __ .., __ I I I I I I 4 I I I I I I I I I 11 I I I I I I I I I I I I I I I I I I ' I I I L--. __ .J L-=_;_---_J g ; V, DATE: 8/6/21 PROJECT#: 21.086 MORGAN STRUCTURAL El-4GINEERING Job: Kudo ADU Building Force~ Alt. Level Seis. Wind (psf) (plf) L2 2.3 121.1 Totals: 2.3 121.1 TYPE 6E 4E 3E 2E 44E 22E 7 ASD Lateral Force Analysis 2019 CBC Materials Sides 1/2" cdx 8d @ 6" 1 1/2" cdx 8d @ 4" 1 1/2" cdx 8d @ 3" 1 1/2" cdx 8d@ 2" 1 1/2" cdx 8d @ 4" 2 1/2" cdx 8d@ 2" 2 Total Force = Trib Shear+ Add'I Shear Total Shear= Total Force/ Wall Length EQ /Wind* 260 / 364 plf 380 / 532 plf 490 I 686 plf 640 I 896 plf 760 / 1064 plf 980 / 1372 plf ##### ##### *Per CBC 2013 Section 2306.3, shearwa/1 capacities have been increased by 40% when walls are governed by wind loading. Wall Wall Wall % of Seismic Wind Shear Add'I Wall Gov. Wall ID Len Ht. Line Trib Area Trib Seis Wind Seis Wind H/L Force Shear Gov ft ft Load tt2 ft lbs lbs lbs lbs Ratio lbs If Case T e Roof (L3) NS SW 1 16.00 8.50 100% 850 14.0 1942 1695 0 0 1/2:1 1942 121 Seis 6 SW2 14.00 8.50 100% 850 14.0 1942 1695 0 0 3/5:1 1942 139 Seis 6 EW SW 11 5.25 10.50 54% 850 21.0 1942 2542 0 0 2:1 1046 199 Seis 6 SW 12 4.50 9.00 46% 850 21.0 1942 2542 0 0 2:1 896 199 Seis 6 SW 13 15.00 10.00 100% 850 21.0 1942 2542 0 0 2/3:1 1942 129 Seis 6 2.7 I MORGAN STRUCTURAi. ENGINEERING Job: Kudo ADU ASD Lateral Force Analysis 2019 CBC REDUNDANCY FACTOR CALCULATION > 35% Wall Base ID Shear? YES Roof (L3) NS SW 1 SW2 EW SW 11 SW 12 SW 13 Is the structure regular in plan at all levels? NO Is the structure light framed construction? YES SDC D ASCE 12.3.4.2 a Wall H/L % p p Capacity Capacity at Level per wall (lbs) 7800 (Total Story Strength) I 1.0 4160 0.53 NIA 1.0 3640 0.61 N/A 1.0 6435 Story Strength) I 1.0 1365 2.00 21% 1.0 1170 2.00 18% 1.0 3900 0.67 NIA 1.0 2.8 I MORGAN STRUCTURAL EMGIMEERING Job: Kudo ADU Descrii::1tion L of Variables: H V Wt Wdl Seismic: Wind: Wall L H V ID (ft) (ft) (lbs) Roof (L3) NS SW 1 15.50 8.50 1942 SW2 13.50 8.50 1942 EW SW 11 4.75 10.50 1369 SW 12 4.00 9.00 1173 SW 13 14.50 10.00 2542 ASD Lateral Force Analysis 2019 CBC Length of wall Pl Left point load Height of wall Px Point load at Xp Unit shear on wall Pr Right point load Unit weight of wall Xp Location of Px Dead load on wall Wx Location of Wall Above HD= (p0.7M0T-(0.6-0.14*S0s)MR) / L (CBC 1605.3.2, ASCE 12.4.2.3) HD= (0.6MOT -0.6MR) / L (CBC 1605.3.2, ASCE 2.4.1) Wt Wdl Pl Px Pr Xp Wall Aligned Gov. (psf) (plf) (lbs) (lbs) (lbs) (ft) Above Sides Case 10 126 0 0 0 0 0 NIA Seis 10 162 0 0 0 0 0 NIA Seis 10 30 0 0 0 0 0 NIA Wind 10 30 0 0 0 0 0 NIA Wind 10 30 0 0 0 0 0 NIA Wind 2.9 I MORGAN STRUCTURAL ENGINEERING Job: Kudo ADU ASD Lateral Force Analysis 2019 CBC Descri12tion Mot Overturning Moment of Variables: Mr Left Resisting Moment about the Left side of the wall ID (lb-ft) Roof (L3) NS SW 1 23579 SW2 23579 EW SW 11 20532 SW 12 15085 SW 13 3631 6 Mr Right Resisting Moment about the Right side of the wall HD Left Hold down force on the left side of the wall HD Riqht Hold down force on the riqht side of the wall Seismic: HD= (p0.7M0 r -(0.6-0.14*S0s)MR) / L (ASCE 12.4.2.3) (ASCE 2.4.1) Wind: HD = (0.6MOT -0.6MR) / L ov. Use Left (lb-ft) (lb-ft) (lb) 26164 26164 231 231 Seis HTT5 23342 23342 369 369 Seis HTT5 1683 1683 2851 2851 Wind HTT5 1080 1080 2506 2506 Wind HTT5 14138 14138 1272 1272 Wind HTT5 2.10 Use Right HTT5 HTT5 HTT5 HTT5 HTT5 •1 --::~----------------------- DATE: 8/6/21 PROJECT#: 21.086 MORGAN STRUCTURAL ENGINEERING jeff@morganstructural.com (760) 690-7454 KUDO ADU 2618 OBELISCO PLACE CARLSBAD, CA 92009 F:-- 1 I 1·---~ I 11 ---7 ---I --- __ .., __ ~ ~ I I ..---I I lfol1 I I t·• I I I I I I ~ --II I I I I I I I I J:1 I ~ I I I I , I L--, __ .J L_ __ I ___ _J --L - . ) DATE: 8/6/2021 JOB#: 21.086 CONTINUOUS STRIP FOUNDATION Mark F-1 Roof Dead Dead Live Live Trib Load (psf) (psf) (psf) (Ft) (plf) Roof: 18 20 0 15.0 270 Floor: 20 0 40 15.0 300 Ext. Wall: 20 0 0 0.0 0 Int. Wall: 10.0 0 0 20.0 200 Total: 770 Line Load (w): r '-, Lqj B B= 1.25 ft = 15 in qbear = 1156 psf q allow = 1500 psf D/C = 0.77 Selected Width Ok MORGAN STRUCTURAL ENGINEERING Roof Live Load Load (plf) (plf) 300 0 0 600 0 0 0 0 300 600 1445 I PER CBC 1806.2 3.2 CODES/NOTES • MORGAN STRUCTURAL EHG4MEEllt-lG Footing No. P-1 Ftg Size (ft) 2.50 Ftg Thickness (ft) 1.50 P DL (kips) 2.40 P LL (kips) 2.70 P EQ (kips) 0.00 Overburden (ksf) 0.10 Steel Column (in) 5.50 Square Base (in) 5.50 ASB (ksf) 1.50 ly (kSI) 60 fc (ksi) 2.5 Ftg Area (ft2) 6.25 Total P (kips) 7 d (in) 13.5 b0 (in) 76 C (in) 1.0 P, D (kips) 3.4 P, D+L (kips) 7.2 P0 D+L+EQ (kips) 5.6 Pu max (kips) 7.2 size x P0 / 8 (k-ft) 2 A, (in') 0.04 Aa min 0.00 p..., 0.97 min# of bars 2 ll, 0.925 ¢ 0.90 SB (ksf) 1.14 d,,V,/2 2way (kips) 77.0 Vu 2way (kips) 7.2 ¢V,!2 1way (kips) 15.2 Vu 1way (kips) -0.30 Mu (k-ft) 2.25 A, Req'd (in ) 0.97 SB KSF CK OK 2way CK OK 1way CK OK As max IN2 CK OK #3 9 #4 5 Number #5 4 of bars #6 3 required #7 2 for each #8 2 bar size #9 2 #10 2 #11 2 project· Kudo ADU by. sheet no: location: Carlsbad, CA JM f------------------1 date: job no: 08/06/21 21.086 SPREAD FOOTING DESIGN 3.3 SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services SBCJGEO.COM 619-922-3302 To: Jeff and Marisa Kudo Subject: Plan Review Proposed Detached Accessory Dwelling Unit 2618 Obelisco Place Carlsbad, CA 92009 References: SB Consultants, Inc. Limited Geotechnical Investigation Proposed Detached Accessory Dwelling Unit 2618 Obelisco Place Carlsbad, CA 92009 Dated January 13, 2022 Morgan Structural Engineering Project Plans Entitled, "Kudo ADU" Sheets S 1.0, 1.1, 1.2, 1.3, 2.0, 2.1, 3.0, 4.0 2618 Obelisco Place Carlsbad, CA 92009 Dated January 27, 2022 Dear Mrs. and Mr. Kudo, Job No. 220103 January 28, 2022 CITY · In accordance with your request, we have reviewed the referenced plans. Our review was performed from the geotechnical perspective. The referenced plans were found to be in general compliance with the recommendations presented in our geotechnical report dated January 13 for the subject project. Plan Review, Kudo ADU 2618 Obelisco Place Carlsbad, CA 92009 Page2 Job No. 220103 January 28, 2022 Feel free to contact our office if you have any questions. This opportunity to be of service is appreciated. Respectfully submitted, Principal Engineer, PE MSCE SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 SB Consultants, Inc. Geotechnical-Concrete-Forensic Engineering Services SBC IGEO.COM 619-922-3302 To: Jeff and Marisa Kudo Subject: Limited Geotechnical Investigation Proposed Detached Accessory Dwelling Unit 2618 Obelisco Place Carlsbad, CA 92009 Dear Mrs. and Mr. Kudo, Job No. 220103 January 13, 2022 In accordance with your request and our proposal dated December 28, 2021, we have conducted a geotechnical investigation at the subject property. 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 the building foundations, site grading, and other geotechnical aspects of construction. The investigation was limited to the proposed ADU. SITE AND PROJECT DESCRIPTION The property is located at 2618 Obelisco Place, Carlsbad, California (see Figure 1). For purposes of this report, the front of the property faces west towards Obelisco Place. The parcel consists of an approximate 25,291 sft irregularly shaped lot. The property is occupied by a two-story single-family residence, swimming pool, and associated concrete decking. ·Figure 2 provides a layout of the property. The lot has been terraced into a moderately sloping, northerly descending hillside with elevations ranging from approximately 550 feet above mean sea level (msl) near the south property line to 524 feet msl near the northern property line. Descending slopes surround the property to the north and east. The slopes descend at a gradient of approximately 2:1 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page2 Job No. 220103 January 13, 2022 (horizontal to vertical). The slope along the northern property line is approximately 20 feet high, and the slope along the eastern property line is approximately 10 feet high. Grading was performed around the time of the house's construction in the early 1980s and appears to have consisted of minor cuts and fills to achieve pad grades. Vegetation consists of shrubs and mature trees. The property is bordered to the north by Argonata Street, to the east by Obelisco Circle, and south and west by similar residential properties. The property is accessed from Obelisco Place from the southwest. Drainage is towards the north. The project plans by Damian A. Roman Process and Design Studio, dated August 16, 2021, indicate that a 1,200 sft one-story Accessory Dwelling Unit (ADU) will be constructed along the southeastern portion of the lot. The ADU will be approximately 41 feet long and 29 feet wide. The ADU will be supported by continuous foundations along the perimeter and along the central north-south axis of the building. Grades will be retai ned along the south side of the ADU by a retaining wall and the perimeter foundation wall of the ADU. Retention heights appear to be less than 3 feet. It is anticipated that the structure will be wood framed with stucco fac;ade. Grading will be limited to excavation of the foundations for the ADU and retaining walls. Cut and fill depths less than 3 feet are anticipated. The foundations will be supported by natural bedrock materials. SUBSURFACE SOIL EXPLORATION We conducted the subsurface exploration on January 3, 2022. Our investigation consisted of two 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. The laboratory testing results are provided on the excavation logs. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 SUBSURFACE SOIL AND GEOLOGIC CONDITIONS Page3 Job No. 220103 January 13, 2022 Logs of the test pits are presented on the attached Figure 3. In general, the site is underlain by a thin layer of fill overlying bedrock mapped as metamorphosed and unmetamorphosed sedimentary and volcanic rock. Please note soil conditions between the excavations 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. Fill (Qf) We encountered fill associated with the previous site improvements in our test pits. The fill extends to a depth of approximately 2 to 3 feet at test pits T-1 and T-2 respectively. The fill thicknesses may be more or less in areas not explored. The fill consists of a gray and dark red-brown, very moist, loose silty sand with some clay binder, roots, and rock fragments that are typically less than 6 inches in maximum dimension and a few rock fragments larger than 12 inches. A few pieces of brick were also encountered in the fill at T-2. The existing fill is considered unsuitable for the support of settlement-sensitive improvements. Foundations will be required to extend through the fill soils. The fill should be removed and recompacted in the areas of the proposed concrete flatwork. The fill has a low expansion potential (El<S1) based on visual examination and tactile manipulation. 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 upper surface of the bedrock is fractured with residual soil overlying and infilling the joints and is underlain by very dense, hard rock. The bedrock was encountered 2 feet below existing grade at T-1 and 3 feet below existing grade at T-2. The depths to bedrock are estimates only, and actual depths may be more or less. The depth to bedrock is anticipated to be approximately 4 to 5 feet below existing grade along SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page4 Job No. 220103 January 13, 2022 the top of the eastern descending slope. This area corresponds to portions of the eastern elevation of the proposed ADU. The dense bedrock has a very low expansion potential based on observations and is suited for the support of the proposed improvements. The overlying residuum has a medium expansion potential based on observations and our experience with similar materials in the area. Table 1 provides the classification for expansion indices. TABLE 1 EXPANSION CLASSIFICATION BASED ON EXPANSION INDEX ASTM D 4829 Expansion Index (El) Expansion 2016 CBC Expansion Classification Classification 0-20 Very Low Non-Expansive 21-50 Low 51-90 Medium 91-130 High Expansive Greater Than 130 Very High The clayey residuum is not suited for placement behind retaining structures. 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. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page 5 Job No. 220103 January 13, 2022 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 present a significa nt risk to the proposed project. Near surface soils may be prone to erosion. Proper landscaping and irrigation should minimize risk. LIQUEFACTION Liquefaction typica lly 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 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-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page6 Job No. 220103 January 13, 2022 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. CORROSIVITY TO CONCRETE AND METAL Corrosion testing was not performed on the on-site soils. 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 Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page7 Job No. 220103 January 13, 2022 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 {sulfate, chlorides and minimum resistivity) of the graded soi ls. 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. 1. Site Grading and Compaction • Removal of Concrete and Other Debris Concrete, debris, and vegetation/root balls should be removed from the site. • Removals Fill should be removed and recompacted in concrete slab areas. These materials should be removed within 3 feet laterally (where space permits) from the concrete slab areas. • Excavation and Soil Characteristics Excavation of the fill should be possible with moderate effort using conventional heavy-duty equipment. The 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. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 • Filling Compaction Pages Job No. 220103 January 13, 2022 Th e on-site fill is suit able for placement as compacted fill in utility trenches, behind retaining walls, and below settlement-sensitive improvements if all clay, residuum and rock fragments greater than 8 inches are removed. Imported fill {if necessary) 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 shall 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 re lative compaction per ASTM D1557. Recompaction of the on-site soils may resu lt 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. Vertica l cuts should not be placed within 4 feet of existing adjacent improvements unless shored or the SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page9 Job No. 220103 January 13, 2022 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 Means and methods for excavation of footings shall be determined by the foundation contractor. Hard rock fragments in the fill and hard bedrock should be anticipated. • Footing Depths and Minimum Dimensions Continuous and/or individual spread concrete footings shall extend through the fill 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 foundation widths 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 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. • Allowable Soil Bearing Value Footings supported by dense bedrock may be designed for an allowable, dead plus live load, bearing value of 3,000 psf, with a one-third increase for short-term, wind, or seis mic loads. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 • Lateral Load Resistance Page 10 Job No. 220103 January 13, 2022 An equivalent fluid, passive soil pressure of 150 psf/ft may be used for lateral load resistance for existing fill below a depth of 1 foot from adjacent grade. The upper 1 foot should be omitted. A soil/concrete friction factor of 0.35 may also be used. An equivalent fluid, passive soil pressure of 400 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 pas sive resistance, the passive resistance should be reduced by one-third. • Footing Reinforcing All continuous footings should be reinforced with a minimum of four No. 5 rebars placed two at the top and two at the bottom. Individual footings should be reinforced with a grid of four No. 5 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. • Setbacks Footings for structures next to descending 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 so ils prior to placing reinforcing steel and concrete. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 • Anticipated Settlements Page 11 Job No. 220103 January 13, 2022 Total and differential building settlements should be less than 1/2-inch for footings designed as above. 3. General Pier Requirements Piers may be designed as an alternative to continuous footings. Means and methods for excavation and/or drilling of piers shall be determined by the foundation contractor. Hard rock fragments in the fill and hard bedrock should be anticipated. 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 200 psf in fill with the upper 1 foot omitted. Piers may be designed using an allowable skin friction value of 500 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. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page 12 Job No. 220103 January 13, 2022 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 Pier 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 permeabi lity requirements). Concrete should be placed, finished, and cured in accordance with ACI guidelines. 4. Inspection of Foundation Excavations All foundation excavations should be inspected and approved by the engineering firm providing geotechnical services prior to placement of reinforcing steel. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 5. Exterior Slabs Page 13 Job No. 220103 January 13, 2022 • 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. Piers or thickened edges can be used to achieve the setback recommendation. • 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 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 va lues 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 pd (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. • Wall Drainage and Moisture-proofing 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 SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page 14 Job No. 220103 January 13, 2022 also presented on Figure 5. Class 2 Permeable Material is a mixture of sand and gravel and is not the sa me 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 dra in 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. 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 SOR 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 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. SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 8. Additional Testing Page 15 Job No. 220103 January 13, 2022 Once final grades are achieved and footings are excavated, the following testing should be performed to confirm the assumptions and recommendations made in this report: • 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 consu ltant at the time of excavation. LIMITATIONS 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 SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page 16 Job No. 220103 January 13, 2022 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, concern ing 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. 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, Principal Engineer, PE MSCE SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 ATTACHMENTS: • Figure 1-Site Location • Figure 2 -Excavation Location Map • Figure 3-Excavation Logs T-1, T-2 • Figure 4 -Seismic Design Parameters • Figure 5 -Retaining Wall Drainage Schematic SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 17 Job No. 220103 January 13, 2022 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 SITE LOCATION FIGURE 1 VICINITY MAP Oce.1nside V1sl.1 C.:irlsb.:id _,~ * ~ \ North No scale . v' ('• \~o -_..;-.;.~--Ct i ! 0 p 11 tll'-.J Center (JI v- Poway SITE ADDRESS: 2618 OBELISCO PLACE CARLSBAD, CA. 92009 SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 18 Job No. 220103 January 13, 2022 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 FIGURE 2 EXCAVATION LOCATIONS PROPOSED ADU 2618 OBELISCO PLACE, CARLSBAD, CA 92009 LEGEND T-2 = APPROXIMATE LOCATION OF TEST PIT T-2 • = APPROXIMATE LOCATION OF PROPOSED ADU SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 19 Job No. 220103 January 13, 2022 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Depth (ft.) 0-1' 1-2' @2' Depth (ft.) 0-0.8' 0.8-3' @3' uses SM SM/SC - uses SC SM/SC - FIGURE 3 EXCAVATION LOGS T-1 Assumed Elev.= 544.5 ft. above ms/ Description Fill (Qf): Gray an d brown, very moist, loose, silty sand with mulch Dark reddish-brown, moist , loose to medium dense slightly clayey silty fine sa nd matrix with ab undant angular rock fragments, most <6" max dimension and roots Weathered Metamorphosed and Unmetamorphosed Sedimentary and Volcanic Bedrock (Mzu): Light gray and orange-brown fractured rock with reddish-brown, moist, medium dense, silty clayey sand infilled joints/fractures Excavated and backfilled 1/4/22 No groundwater encountered T-2 Assumed Elev.= 540ft. above ms/ Description Fill (Qf): Gray and red-brown, very moist, loose, silty, clayey sa nd to silty sa ndy clay Dark reddish-brown, moist, loose to medium dense slightly clayey silty fine sand matrix with abundant angular rock fragments, most <6" max dimension, roots, and a few pieces of red brick Weathered Metamorphosed and Unmetamorphosed Sedimentary and Volcanic Bedrock (Mzu): Light gray and orange-brown fractured rock with reddish-brown, moist, medium dense, silty, clayey, fine sand infilled joints/fractures Excavated and backfilled 1/4/22 No groundwater encountered SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 Page 20 Job No. 220103 January 13, 2022 % Moisture 0-1' = 14.1% 2-2.5' = 18.4% % Moisture 0.8-2' = 16.1% 3-3.25'= 17.6% Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 FIGURE 4 Page 21 Job No. 220103 January 13, 2022 Site Coefficients and Spectral/Ground Response Acceleration Parameters 0.947 0.346 LATTITUDE: 33.1024895 / LONGITUDE: -117.2454277 Risk Category II Site Class "C" -Very Dense Soil and Soft Rock ASCE 7-16 STANDARD Fv Sms S1111 1.2 1.5 1.136 0.5 I 9 0.758 0.346 SBCI Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 PGA 0.495 0.413 Limited Geotechnical Investigation, New One-Story ADU 2618 Obelisco Place Carlsbad, CA 92009 Page 22 Job No. 220103 January 13, 2022 FIGURE 5 RETAINING WALL DRAINAGE SCHEMATIC RETAINING WALL WATERPROOFING MEMBRANE COMPACTED FILL BACKFILL WALL EXCAVATION WITH CAL TRANS CLASS 2 PERMEABLE MATERIAL PLACED TO WITHIN I FOOT OF TOP OF WALL 4-INCH DIAMETER, PERFORATED, SCHEDULE 40, PVC PIPE WRAPPED IN MIRAFI FILTER SLEEVE. SLOPE PIPE AT 0.5% M IN. TO APPROVED OUTLET. 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 Geotechnical-Concrete-Forensic Engineering Services Since 2000 5215 La Jolla Hermosa Ave., La Jolla, CA 92037 {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 wlll not Issue any building permit without a completed school fee form. Project # & Name: Permit#: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) PC2021-0055 (CBRA2022-0041) 2620 OBELISCO PL (EXISTING MAIN DWELLING IS 2618} 2154602700 CO-OWNERS JEFFREY KUDO MARISA Residential Square Feet: New/Additions: ------------------- Second Dwelling Unit: 1,200 SF DETACHED DWELLING UNIT Commercial Square Feet: New/ Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 03/15/2022 Certification of Applicant/Owners. The person executing this declaration (•Owner") certifies under penalty of perjury that (1) the infonnation 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 D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 EJ San Diegulto Union H.S. District 684 Requeza Or. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) ! ·✓ l San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This ls to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue bullding permits for this project. Signature of Authorized School District Official:-::,,,~M .... """~____;;..,.=-=---"~:;;.._~_,,.~==--.....-:::::..:::;.. _________ _ Title: __ kt __ Ti ____ ecJ,~1c_..,.tC1<-L..;.rJ _______ Date: ~'I/Gd Name of School District: & Yl v\1ner.as. ( ) h, Lr~ Phone: 7@2 c¼ftJ i<(:;~ 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 COG No. 005122 SAN MARCOS UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE WITH FEE PROVISIONS ("COC") Education Code Section 17620 and Government Code Section 65995, et seq. Facilities Planning & Development, 255 Pico Avenue, Suite 250, San Marcos, CA 92069 • (760) 290-2649 Project Description: I Tract No.: • t. '\.!..,·U · ..... ... -· 4, :•. Project Mailing Address(es): . ' )► --. ,, .~ ..... ,. '· t,, ·' ~ l.· .. u. ,. -~ ....... .L,:t.. ......... t... .., _ _._ '-""' u. .,_: . l, LJh I. -! ~ Assessor's Parcel No(s): .. ~ , . , Project Applicant: I P~oj~~ Owner. Applicant Phone No.: . , . ~ I' J. ... ..... _ ""'!: , ... 5""' ... ~J t-o.fJ:., Owner Mailing Address: Owner Phone No.: . '-' .,J, J J .. ,, ., ..... ........ ~ ~ ii -p Ed. Code 17620 and Gov. Code 65995, et seq. □ Existing Mitigation Agreement or CFO No.: □ Not subject to fee requirements Note: ____________ _ Applicant Declaration: The person executing this declaration ("Applicant") hereby declares, under penalty of perjury under the laws of California, that the following is true and correct: (1) Applicant ls acting on behalf of the owner of the above-referenced project ('Project") and Is authorized, by such owner, to agree to the terms for issuance for this COC; (2) to the best of the Applicant's knowledge, the Information provided herein Is true; {3) the square foot amounts used in the fee calculation below were determined by the building department that will issue a building permit for the construction; and (4) Applicant or owner of the Project will obtain an amended COC and pay any additional amounts due If there Is an increase in the number of dwelling units ("DUj or the square footage of any DU or commercial/industrial structure In the Project increases after Applicant has obtained any COC. If the Initial determination of the number of units or the square footage is found to be incorrect, Applicant shall be responsible to pay any costs of collection thereof including attomeys' fees and legal costs. Applicant Signature: ___________ Print Name: ___________ Date: _____ _ Residential CommecciaUlndustcial or auanfied Senjor Housing D New Construction EJ. Room Additions/Conv. (500+Sq. Ft.) .. ,. . x ·• ..... Fee per sq. ft.= S ) .~ ~ J, D Commercial/Industrial O Qualified Senior Housing ____ x, ____ Fee per sq. ft.=$ _______ _ Number and Type of Units: Number and Type of Units: • r1.:A: Total: $ :)..,.:J-.f. • Total: $ DISTRICT CERTIFICATION: The San Marcos Unified School District ("District") hereby certifies that the Applicant has paid the above-specified amount, which was determined according to the information presented by the Applicant, and that the COG Is issued to Applicant as a prerequisite to the Issuance of a building permit(s) for the Lots/DUs specified above. Received From: ., }, .,.: • 1 1 1 /,,. ;J~ / . , t,Check No.: Total Amount Collected: $_~_.,_' _.)_,-?- Received / Authorized By: /; ". ;; ' , • I' ( t ., _,., • • District Sigriatule ,. .__ I -•• I I ' ,,, "., '20 __ -_ 1 __ _,../'-•....,_, _.,....,,f-\-it1--,e't-' .._;.._/-'-_.---~~uance NOTICE OF 90-OAY PERIOD FOR PROTEST OF FEES AND STATEMENT OF FEES Government Code Section 66020 requires that a district provide: (1) written nonce to the Project applicant, at the lime of payment of school fees, or other exactions ("Feesj, of the ninety (90) day period to protest the Imposition of these Fees and (2) the amount of the Fees. Therefore, this Notice shall serve to advise you that the ninety (90) day protest period In regard to such Fees or the validity thereof, commences with the payment of the Fees or performance of any other requirement as described In Government Code Sectlon 66020. Additionally, the amount of the Fees imposed is as stated here, whether payable at this time In whole or In part, prior to the Issuance of a Certificate of Compliance. As in the latter instance, the ninety (90) day protest period starts 011 the Date of Issuance. EXPIRATION OF CERTIFICATE This COC is valid for one hundred eighty (180) days from the Date of Issuance. Extensions will be granted only for good cause, as determined by the Facllltles Planning & Development Department of the District, and one (1) sixty (60) day extension may be granted. At such time as this COC expires, if a building permit has not been issued for the Project that Is the subject of this COC, the Owner of the Project at the time this COC was Issued will be reimbursed all Fees that were paid to obtain this COC without interest. Owner must submit a request for reimbursement in writing to the District Facilities Planning & Development Department. THIS coc EXPIRES: I 1 • /:1 I? _) THE EXPIRATION DATE 1$ EXTENDED TO:---- SIGNATURE VERIFYING AUTHORIZED EXTENSION: ______________ _ Date: ___ _ "COC Continued on the Back of Thia Page .. Distribution: Facilities -White Customer -Green Agency -Canary Accounting -Pink Audit -Goldenrod SEWER DISTRICT CERTIFICATION l_ City of Carlsbad 0 Leucadia Wastewater District 1960 La Costa Ave. D Vallecitos Water District 201 Vallecitos de Oro Carlsbad, CA 92009 (760) 753-0155 San Marcos, CA 92069 (760) 744-0460 The following project has been submitted for building permits: Plan Check#: __________ Permit#: PC2021-0055 (CBRA2022-0041) Property Owner: CO-OWNERS JEFFREY KUDO MARISA Project Address: 2620 OBELISCO PL (EXISTING MAIN DWELLING IS 2618 OBLELISCO PL) Assessor's Parcel #: 2154602700 --'--------------------------- Project Description: KUDO; DETACHED SECOND DWELLING UNIT (1,200 SF) City Certification: City of Carlsbad Building Division Date: March 15, 2022 _..:...._. ______ .....:::.... ______ _ Please indicate in the space below that the owner has entered Into an agreement to have your agency provide public sewer service to the premises, and/or If the existing service is adequate for this project and all required conditions have been satisfied. Permits will not be issued until this form is completed and returned to our office. #' ---------------.. -----------........ -·--...... ----·------........ ---........ -------........ -------.... --... ----.... ------.. -.. -• -.... ---.. ------.... -----• ---.. -.. . ' ' ' ' ' This space to be completed by District Personnel I certify the district requirements for sewer service have been satisfied. Approved by: ~~ FIELD SERVICES SPECIALIST Title: ____________________________ _ Community & Economic Development -Building Division 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S010149 Permit Information: Type of Permit: Supplemental Permit: Preexisting Permit No: New Permit No: Number of Additional EDU Granted: New Service D Domestic [81 Change to Existing Service ~ Industrial D Food Services Establishment D Private Pump Station D ADU Waiver ~ Multi-Unit Lateral D 010149 Date Issued: S010149 Date Issued: 0.75 Existing EDU: .lQ Total EDU to Date: 1.75 Special Conditions Required and Attached: Yes D No ~ Date Issued: By: IAN RIFFEL Print Name i=ee~A91(e¢1.f!i:IL Tax Billing to Commence July 1, 2023 Required: Yes D Pennlt Number: ~j-a,';) t~ Capacity Fee:$ 3.816.75 Reimbursement Fee:$ No IZI • .• , -• •)-.-,. \ •t ,-,L .,..,.. ") <I • ., "•'1 • _};~_!;..~~ ~/~~.'• A•.5:..,-. --~ : , "'.~,.·• .. !ii -.i~ . .t. )•. Prorated Sewer Service Fee: $ 103.97 Total Fees:$ 3,920.72 Date Issued: Name and Address, Phone: MARISA KUDO (858) 361-2216. 2618/2620 OBELISCO PLACE, CARLSBAD, CA 92009. 1,200 SF DETACHED ADU. Assessor's Parcel Number: 215-460-27-00 Type of Building: ADU Number of Units: 1 Page l of4 Note: The applicant Is responsible for obtaining all necessary permits including any building permits or right-of-way permits from the appropriate agency. LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S010149 Special Conditions (if any): Permittee I Owner Initials -----'----- _____ / ____ _ I ----------- _____ / ____ _ -----'----- ____ / ____ _ _____ / ____ _ I ---------- I ----- I --------- -----'----- I ----- _____ / ____ _ ----'----- _____ / ____ _ I certify that I have read the requirements of this pennit, including all Standard Conditions, any special conditions, and that I hereby accept and agree to comply with all conditions of the permit. If signed by Agent, Agent also certifies that he/she has the authority to sign on behalf of the owner: Signature of Applicant: __________ _ Date of Acceptance: ____ _ 'I-Signature ~gent: 4~ 'I-.. Date of Acceptance: #1 ~ f 2..-"L- Page 2 of 4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number 5010149 Standard Conditions Design and Construction. Design and construction of privately owned sewer facilities that are to be connected to the Public Sewer System shall comply with all rules and regulations adopted by the District, including, among others, the Leucadia Wastewater Ordinance ("LWD Wastewater Ordinance") and Standard Specifications and Procedures for Wastewater Facility Projects ("LWD Standard Spec.") District Engineer Approval of Connection Plans. Before any connection to the Public Sewer System is made, plans for your connection must be approved by the District Engineer. Plan submittal requirements differ based on the type and complexity of the project. Please contact District Staff to determine what is required for your connection. Excavations and Work in Public Property. All excavations for sewer facilities shall be adequately guarded with barricades and lights so as to protect the public from hazard. Streets, sidewalks, parkways, sewer easements and other public property disturbed in the course of the work shall be restored in a manner satisfactory to the District and any other regulatory agency with jurisdiction over the work area. Required Right-Of-Entry Permit shall be obtained and appropriate traffic control measures shall be utilized , including those required by the City in which the work is performed. Contractor shall comply with all City, State, and Federal regulations for shoring and excavation safety. Inspection and Connection to the Public Sewer. Physical connections to the Public Sewer System must be preapproved by a District inspector. The District inspector shall inspect sewer facilities prior to their connection to the Public Sewer System. Every physical connection to the Public Sewer System shall only be made with an inspector present. The Owner must schedule an appointment with the District inspector, and provide at least 48 hours' notice of the desired inspection time. Upon inspection and approval, notification will be given by the District that the Customer may use the sewer facilities. No use of sewer facilities is permitted prior to District approval pursuant to this section. Indemnification. Owner shall indemnify and defend the District and its officers, agents and employees from all liability, losses, claims, demands, costs and/or causes of action arising out of the improper connection of Owner's sewer facilities to the Public Sewer System. excepting claims based upon the willful misconduct, sole negligence or active negligence of an indemnified party. Unauthorized Connections. Any connection made to the Public Sewer System without prior approval of the District is unauthorized and a violation of this Permit and the L WD Wastewater Ordinance. If, for any reason. a connection is improperly made, it shall be the responsibility of the Owner, at the Owner's expense, to dig up or otherwise re-expose the connection so that an inspection may be made, and the Owner at the Owner's expense shall make any corrections or alterations required by the District. In the event that the Owner, for any reason, fails to take appropriate action, the District reserves the right to dig up and inspect the connection and make any corrections necessary, at the Owner's expense: or, in the alternative, to disconnect service. Any costs incurred by the District in taking such corrective action shall be billed to the Owner. The District may also seek recovery of costs from any other responsible party. Maintenance. It is the responsibility of the Owner to maintain their privately owned sewer facilities ("Private Sewer Facilities"), including but not limited to, the building sewer, service laterals and private pump stations, grease removal devices, in a properly operating, free-flowing, and odor-free condition. Responsibility for maintenance of Private Sewer Facilities includes maintenance of service lateral portions extending beyond the property of an Owner, up to and including the Saddle or other physical connection to the Public Sewer System. Prevention and control of odor release to the public sewer shall be the responsibility of the Owner. District is responsible for maintenance of all Public Sewer Facilities. Page 3 of 4 LEUCADIA WASTEWATER DISTRICT SEWER SERVICE PERMIT Permit Number S010149 Standar.d..Conditions -Continued Inspection of Pre-Existing Laterals. Some Public Sewer lines have preinstalled laterals or wye stub outs to accommodate a later connection to a Private Sewer System. These preinstalled features are generally capped at their termination, but may also be blocked at their connection to the Public Sewer Line by a cured- in-place pipe liner to prevent root intrusion and ground water infiltration into the pipeline. Owners must inspect all existing lateral features and ensure all blockages have been identified and removed, including any liner in the Public Sewer Line that would otherwise prevent the flow of wastewater into the Public Sewer Line. The District may provide Owner with information regarding lining projects in the area of Owner's connection, but such information does not relieve Owners from their obligation to conduct an independent inspection of all existing lateral features to ensure all obstructions are identified and removed. Payment of Fees. In accordance with Article X of the LWD Wastewater Ordinance, sewer service fees owed for the fiscal year in which a sewer service permit is issued are collected at the time of permit issuance. Thereafter, sewer service fees are collected on the tax roll in the same manner as other property taxes. To allow time for construction of new sewer facilities, the first 6 months after a permit is issued are not billed. Thereafter, sewer service fees are automatically billed, regardless of whether construction of sewer facilities is complete. The District may delay the commencement of sewer service fees to allow additional time for construction of sewer facilities if a written request is submitted to the District and is approved by the General Manager. The General Manager shall have full discretion to approve or disapprove the request, taking into consideration the timing of the request, reasons given, impact on District operations and any other factors the General Manager deems relevant. Extensions of time for construction of new sewer facilities shall not exceed 18 months. It is the Customer's responsibility to apply for an amendment or cancellation of a sewer service permit, and until a permit has been cancelled or amended by the District, sewer service fees shall be collected in accordance with the approved permit. Page 4 of 4 Accessory Dwelling Unit Agreement Supplemental Permit No. S010149 The undersigned Owner(s) have applied for a Supplemental Permit to connect a new Accessory Dwelling Unit ("ADU") at 2618/2620 Obelisco Place, Carlsbad, CA 92009 ("Property") to the Leucadia Wastewater District ("District") sewer system, and have requested an exception to general requirement that the ADU has a separate sewer lateral that connects directly to the public sewer system. In exchange for District's agreement to waive the separate sewer lateral requirement, and instead, allow connection of the ADU to the existing private sewer lateral serving the Property, Owners agree to the following: 1. Owners shall pay the capacity fee for the ADU based on square footage in accordance with the District's Capacity Fee Ordinance. 2. Owners agree that the District's waiver of its separate sewer lateral connection requirement is not intended to be, and may not be construed as, a waiver of the District's capacity fee requirement for the ADU. 3. Owners shall pay all other required permit and/or inspection fees and otherwise comply with the terms and conditions of their Supplemental Permit. Owner(s): PrintName: M61.n·(g /?tAdo Date: Signature: ._,~-ft-._ Date: 8 /, s-/z. 2.. I f STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs l'IHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES l'IHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY l'IHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEOUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HA VE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE l't1TH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTI"1TIES TO THE MAXIMUM EXTENT PRACTICABlE TO AVOID THE MOBIUZA TION Of POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT All TIMES, COMPLY WITH THIS OTY APPROW TIER 1 CONSTRUCTION S~PP THROUGHOUT THE DURATION Of THE CONSTRUCTION ACTI"1TIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE OTY Of CARLSBAD. MGF LLC 01'!1-lER(SJ/01'11-lER'S AGENT NAME (PRINT) 01'!1-lER(S)/01'11-lER'S AGENT NAME {SIGNATURE) E-29 8/26/2022 ~ STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Traclcing Noo-Sl:inn Water Wa~e Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C: ,g ~ 0 1'i .., 0, :g ~ 1'i .., ., C: 1 .§ 0, E E 0 ~ 0 g 0 ~ ., .s .E .9-., ::e .., ., 0, -~ l ~ ' :, .i g g 0, C:., C. .s;; £ ., .. j CT Best Management Practice' ~ .!i 015 ., 0 a, g-:s: E w 5 :;:; ii ., " .s;; ,'= ~ ·~ :s (.) 6, .., -.; Ill "' 1'i ~i (BMP) Description ➔ ., ., V) ., ~ .. 0, ., 0 C: .., ., i C: 0 ::, ., -s "'., e " ii 'ii ~ :-~ ~~ i~ 0., 55 00 ., i, i'J E 0 M "' 0 0, 0 ~ "' g' O:.;:; <: lJ Cl:.;:; ., ~.s-E & 0 ~ ite 3' ., " .c: g ., E tl ,g Eis] ~~ :0 ·5 0, 0 -g g-1i ~ ~ ! g ~g ., " li 0 .!! lo ~~ g ~6 .., 0 ~e ~ " .0 a -e ict 0 ~G 0 :H ~ i 6 o_ WO vi V) c.: ~ <n> V) V) Q. vi " "'"' Q. "'V) "' vi ~(.) CASQA Oesiglalion ➔ ,-.. C0 0, .,, ... "' "' ,-.. C0 0 N .., ,-.. C0 ' N .., ... "' I I I ' ' I I I I I I ' ' I ' I I I I I I I (.) (.) (.) (.) w w w w w w ~ w ~ ~ V) V) V) V) i i i i i ConslNction Adivitv w w w w V) V) V) V) V) V) V) z z z z GrodinQ/So! Disturbance X X X Trench in"' #xcavotion X X X Stockcnino Drminn /Rorinn Concrete/Asoholt Sowcuttino Concrete Flotwork X PovinQ Conduit /Pioe Installation Stucco/Mortar Work X Waste Disoosol X Stoainn /I ov Down Area Enuinment Maintenance and Fuelinn Hazardous Substance Use/Storoce Dewoterina Site Access Across Dirt Other liistl: \nst'/!ri'!~sihe box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Tobie is o list of BMP's with it's corresponding California Stormwoter Quality Association (CASOA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASOA construction handbook for information and detoHs of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: ____ -----:--:-::-------- Assessor's Parcel Number. 215-460-27-00 Emergency Contact: Nome: MGF LLC 24 Hour Phone: 619-929-2851 Construction Threat to Storm Waler Quality (Check Box) 0 MEDIUM O LOW ~ 0 3'~ ., ., :, E !g NC: 00 :,::,e "' I i ~ o-3' 1'i ., E e :g "0 C: C: O O u::e C0 I i 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 help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . -i ---------------Ap-pl~lca-tl~o-n-ln_t_o_nn_a_tl_o_n ______ ~-------*-.-j Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: BP No.: ~Cl-aoss 2618 OBELISCO PLACE, CARLSBAD, CA 92009 MGF LLC -Ramiro L. Amor 5727 Adelaide Ave, San Diego, CA 92115 619-929 2851 Contact Email: sandiego@moderngrannyflat.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: 619-929 2851 Contact Email: Applicant Signature: ______ H_0_?[__._ _______ Date: 1/31/2022 B-50 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction Type ~ Residential l!!!!I New construction □ Additions and alterations: □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 D Nonresidential □ New construction □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition Checklist Item Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38,4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 28, 38, 48 and 5 18, 5 18,28,5 Building alterations of~ 75% existing gross floor area 28,5 18 also applies if BPV ~ $200,000 Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration~$60,000buildingpermitvaluation. D N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: □ Ductsealing □ Attic insulation □Cool roof □ Attic insulation □ 1978 and later Select one option: D Lighting package D Water heating Package □ Between1978and1991 Select one option: D Ductsealing D Attic insulation □Cool roof □ 1992 andlater Select one option: D Lighting package D Water heating package Updated 4/16/202 1 3 B. D Nonresidential* new construction or alterations:!: $200,000 building permit valuation, or additions:!: 1,000 square feet. See CMC 18.21.155and CAL Green Appendix AS □ N/A AS.203.1.1 Choose one:□ .1 Outdoorlighting □ .2 Restaurant service water heating (CEC 140.5) □ .3 Warehouse dock seal doors. □ .4 Daylight design PAFs D .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (Projects with indoor lighting AND mechanical) □ N/A AS.211.1** □ On-site renewable energy: □ N/A AS.211.3** D Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 D Elevators and escalators: (Project with more than one elevator or two escalators) □ N/A AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A ________ _ * Includes hotels/motels and high-rise residential buildings ** For alterations 2: $1,000,000 BPVand affecting> 75%existinggrossfloorarea, ORalterationsthatadd 2,000squarefeetof new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. [j] Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* Exception sheets if necessary) ADU 1,200 1 1.95 kWdc D D D □ Total System Size: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) Standard Design PV Capacity: 1.78 kWdc PV System resized to 1.95 kWdc to achieve 'Maximum PV for Compliance Credit' PV scaling *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. B. D Nonresidential new construction or alterations :!:$1 ,000,000 BPV AND affecting :!:75% existing floor area, OR addition that increases roof area by :!:2,000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: D Gross Floor Area (GFA)Method GFA: □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size: D If~ 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 D Time-Dependent Valuation Method AnnualTDVEnergyuse:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. Ii] Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. !!!!I For systems serving individual dwelling units choose one system: !!!!I 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 CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. 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 D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: 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. Updated 4/16/21 5 4. Electric Vehicle Charging A Ii] Residential New construction and major alterations* Please refer to CMC 18.21 .140 when completing this section. D One and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : _____________ _ D Multi-familyresidential: D Exception: _____________ _ Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded upto nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: ( 1 )for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2!: $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 2!: $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. 2 The accessor dwellin unit is located within an architectural! and historical! si nificant historic district. 3 The accessor dwellin unit is art of the ro osed or existin rimar residence or an accessor structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) D Exception: ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE ( 10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/2021 6 5. D Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will usethetablebelowbased on your submitted plans to determine whether or noryourpermit requires a TOM plan. lfTDM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the penmit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (a ll)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 QlhEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca1cu1atjons; 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 Employee 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 TOM plan and understand that an approved TOM plan is a condition of permit issuance. H '?:F: Date·. 1/31/2022 ApplicantSignature: ______ ~L,::;-:LJ--~------------ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): _________________ _ Phone Number: ------ Email Address: ___________________ _ Updated 4/16/2021 7 {'city of Carlsbad HOUSING DEVELOPMENT TRACKING Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www .carlsbadca.gov P-20 The following information is required by to the State of California to track new housing development for all income levels. Please complete this form to the best of your knowledge and submit prior to building permit issuance. Project Name: detached ADU Tract/Permit No.: -----------------Project Address: 251s 0BEusco PLACE CARLSBAD, CA 92009 APN: 215-460-27-00 ----------- Structure Description: D Single-Family □ Single-Family + 2DU D Two-Four Unit D 5 + Unit Structure D 2nd Dwelling Unit D Mobile Home (new spaces added) Ii] Remodel/Reconstruction (new dwelling units added) ADU D Commercial/Residential (mixed-use) Project's planned initial occupancy is for: D Rental occupant Do you intend to use this prope rty as your personal residence? [j] Owner occupant D Yes Ii] No If yes, please provide the estimated market value: _________ _ Will an affordable housing deed restriction be recorded on the property? 0 Yes 0 No Which units in the project will be deed restricted? ___________________ _ Please indicate the number of units for each bedroom type that will be provided and a price range. Individual responses will not be shared with outside parties. Number of units for sale 0 Number of units for rent OWNER(S): ADDRESS: 0 Jeff and Marisa Kudo (Last, First, Middle Initial or Firm Name) 2618 OBELISCO PLACE CITY, STATE, ZIP: CARLSBAD, CA 92009 TELEPHONE: SIGNATURE: A.j. P-20 Bedrooms per unit Price range (low and high) Studios $ 1 bd $ 2 bd $ 3 bd $ 4 + bd $ Bedrooms per unit Rent range (low and high) Studios $ 1 bd $ 2 bd $ 3 bd $ 4 + bd $ DEVELOPER(S): (Last, First, Middle Initial or Firm Name) ADDRESS: CITY, STATE, ZIP: TELEPHONE: DATE: Page 1 of 1 Revised 10/1 0