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2001 CIMA CT; ; CBR2023-3402; Permit
Building Permit Finaled Residential Permit Print Date: 07/07/2025 Job Address: Permit Type: Parcel #: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2001 CIMA CT, CARLSBAD, CA 92009-8501 BLDG-Residential Work Class: 2164910800 Track #: $193,492.80 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition Permit No: Status: {city of Carlsbad CBR2023-3402 Closed -Finaled Applied: 07/10/2023 Issued: 03/28/2024 Fina led Close Out: 07/07/2025 Final Inspection: 05/22/2025 INSPECTOR: Kersch, Tim Renfro, Chris Alvarado, Tony Description: ROHRBAUGH: 299 SF BAR/PANTRY ADDITION// 360 SF MASTER BEDROOM/EXT STORAGE ADDITION// 231 SF FRONT BEDROOM ADDITION (890 LIV SF ADDED TOTAL)// 430 SF OUTDOOR PATIO AND FIREPLACE & 106 SF STORAGE SHED Applicant: ADAM ROHRBAUGH 628 SANTA FE DR ENCINITAS, CA 92024-4641 (760) 840-7151 FEE BUILDING PLAN CHECK Property Owner: ADAM ROHRBAUGH 628 SANTA FE DR ENCINITAS, CA 92024-4641 (760) 840-7151 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) PATIO -FRAME WITH COVER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DU PL EXES Total Fees: $2,560.15 Total Payments To Date: $2,560.15 Balance Due: AMOUNT $813.15 $197.00 $104.00 $115.00 $1.00 $1,330.00 $0.00 Please take NOTICE t hat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Fai lure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connect ion with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov l._ City of Carlsbad Job Address 2001 Cima Ct .. Carlsbad, 92008 RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check (_l')~W.2-3-3~02- Est. Value ll!£.h,_1:.._2="'3.L.'-, 10-=---- PC Deposit Ul.3 ... _..ILl"""---'. l'-"''5"------ Date 7JIO I z-3 Unit:. ____ ....;APN: 216-491-08-00 CT/Project #:. __________________ Lot #: ____ Year Built: _1_97_8 ________ _ BRIEF DESCRIPTION OF WORK: ADDITION OF BAR, PANTRY & POOL BATHROOM AND CONVERSION OF EXIST INT. SPACE TO POWDER ROOM +OUTDOOR COVERED PATIO, RECESSED SEATING AREA WI FIRE PIT AND FIREPLACE & STORAGE SHED E] New SF: Living SF, 340 Deck SF, ___ Patio SF, 430 Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y • N New Fireplace? (ilf YO N , if yes how many?-~-~•- 0 Remodel: 340 SF of affected area Is the area a conversion or change of use? e Y 0> N 0 Pool/Spa:. ____ SF Additional Gas or ElectricalFeatures?_A_d_di_tio_n_a_l E_l_ec_t_rica_l ______ _ 0 Solar: ___ KW,. ___ Modules, Mounted:0Roof O Ground, Tilt: 0 YON, RMA: 0 YO N, Battery:OYO N, Panel Upgrade:OvCN Electric Meter number: ____________ _ Other: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: ADAM ROHRBAUGH Name: ADAM & STACIE ROHRBAUGH Address: SAME AS PROPERTY OWNER Address: 2001 CIMA CT. City: ________ State: ___ Zip: _____ City: CARLSBAD State:~Zip:_9_20_0_9 __ _ Phone: Phone: 760-840-7151 Email: Email: ADAM@A7ARCH.COM DESIGN PROFESSIONAL Name: A7 GROUP INC Address: 628 SANTA FE DRIVE City: ENCINITAS State:._C_A __ Zip: 92024 Phone: 760.945.3700 Email: ADAM@A7ARCH.COM Architect State License: ___________ _ CONTRACTOR OF RECORD Business Name:. ________________ _ Address:. _________________ _ City:. _______ State:. ___ Zip:. ______ _ Phone:. __________________ _ Email:. __________________ _ CSLB License #: _______ Class:. ______ _ Carlsbad Business license# (Required):. _______ _ APPLICANT CERT/FICA TION: I certify that I have read the app/1cat1on and state that the oilnf"n correct ond that the information of the plans is accurate I ::::•;;:,•::,~•;~::~• ;~:;;~~~~'""°"' ro"'::, /J-.J<f=_ DATE: 07/06/2023 1635 Faraday Ave Carlsbad, CA 92008 Ph. 442-339-2719 Email· Buildlng@carlsbadca.gov REV 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LITTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof per jury that I am I icensed under provisionsof Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations {CHOOSE ONE): Di have and will mainta,n a certificate of consent to self-Insure for wor~ers compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit 1s issued PohcyNo -OR- D I have and will maintain worker's compensation. as required by Section 3700 of the Labor Code, for the performance of the work for which this permit 1s issued Vly workers' compensation insurance earner and policy number are. Insurance Company Name: ______________________ _ Polley No. ____________________________ Expiration Date: _______________ _ -OR- D Cert1f1cate of Exemption: I certify that In the performance of the work for which this permit 1s issued, I shall not employ any oerson in any manner so as to become subJect to the workers' compensation l aws of Carfornia. WARNING: Failure to secure workers compensation coverage Is unlawful iiind shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, inc,rest and attorney's fees. CONSTRUCTION LENDING AGENCY. IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit 1s Issued (Sec. 3097 (i) Civil Code) Lender's Name: ______________________ Lender'sAddress: ______________________ _ CONTRACTOR CERT/FICA T/ON The applic•nt cert fies thit all documents and plans durty and accurately show all e>1istin1 and proposed bu,ld1n1s, struc1ures, occess roads, and utJht es/utihty e~ements All proposed modtftcattons and/or additions are clearlv labeled on the site plan Any potentially ex1st1ng deti1I within these pl.Ins Inconsistent with the site plan ilre 'lot aporoved ror construction and may be required to be altered or removed The city's approval of the appl!cat on Is based on the premise that the submitted documents and plans show the correct d1mens ons of; the propttty, burldings, c.truc:tur!'s and their setbilcks from property lines and from one itnother; access roads/eilsements, and utilities The ex:istlng and proposed use of eitCh bu,lding as slitted 1s true and correct; all easaments and other encumbrances to deYe-lopment have been aa:urately shown ilnd IK>eted as well as all on site 1radinc/s1te prepitfatloo All improvements existing on the p"'Opcerty were completed in ,JCCOrdance with all regulations m extnence at the ome of thetr construction. unh~ss otherw•se not~. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law f or the following reason: ~ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and ProfesS1ons Code The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such wor< h,mself or through h sown employees, provided that such mprovements are not intended or offered for sale If, however, the building or improvement 1s sold within one year of c:nmplet1on, the owner-builder will have the burden of proving that he dia not build or improve for the ourpose of sale). -OR- D I, as owner of the property, am exclusively contracting with hcensed contractors to construct the pro1ect (Sec 70<14, Business and Professions Code. The Contractor's L cense Law does not apply to an owner of property who builds or improves thereon, and contracts for sucn proJects w11h contractor(s) licensed pursuant to t~e Contractor's License Law!. -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: D FORM B-61 "Owner Builder Acknowledgement and Verification Form" 1s requ11ed for any permit issued to J property owner By my ;1gnature 0eiow I acknowledge that. e•cept for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner builder 1f 1t has ~ot been constructed in its entirety by licensed contractors I understand that a copy of the applicable law. Section 7044 of the Business and Professions Code, isavailableupon request when this application is submitted or at the following Web site: http:Il www.leginfo.ca. govt cal aw. html. OWNER CERTIFICATION: The applicanl certifies that all documents and plans clearly and accurately show all existing and proposed buildings, muctures, access ro•ds, •nd utllit1os/ut1fity easements All proposed modifications and/or ~d1t,ons are clearly labeled on the 11te pl1n Any potentially ex,<ting det•1I within tnese pl•n• .,consost•nt w,th the sltt plan are not approved for conslruct1on and m•v be required to be •ltored or ,ornoved The c,ty's •pproval of the •pplatlon IS based on the premise th•t the submitted documents and pl•n• show the correct dimensions of; the p1operty, buildings, <tructures and their setbacks from o,operty lines and from one •nother: • es• roads/easements, and utilities. The ex,st1nc and proposed use of eoch bulldlng H nated 1s true and correct; all Hsements 1nd other encumbrances to development have bee:n uc.Y lei--/,~ labeted as well as all on~s1te gradmc/slte pn~:paratlon. AH improvements existing on the property were completed m accordance with all regulatioos In ex stence at the !I e of Urlr ~)"CttOn, unless otherwise noted. &""r? &o tbt6di Gd --+----+---=--DATE: 7 h.bt 3 NAME (PRINT): Note: If the erson sf nln above Is an authorized a ent for the owner. 1635 i:araday Ave Carlsbad. CA 92008 Ph. 442 H9·2719 Email Bu1lding@carlsbadca gov REV. 04/22 ( City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Develop,ment Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov OWNER BUILDER ACKNOWLEDGMENT FORM Pursuant to St e of California Health and Safety Code Section 19825-19829 To: Property Owner An application for constru ion permit(s) has been submitted in your name listing you as the owner-builder of the property located at: The City of Carlsbad ("Ci ") is providing you with this Owner-Builder Acknowledgment an,;! Verification form to inform you of the resp nsibilit ies and the possible risks associated with typical construction activities issued in your name as the Owne -Builder. The City will not issue a onstruction permit until you have read and initialed your understanding of each provision in the Property wner Acknowledgment section below and sign the form. An agent "of the owner cannot execute this notic unless you, the property owner, complete the Owner's Auth~rized .Agent form and it is accepted by the City Carlsbad. INSTRUCTIONS: Please r ad and initial each statement below to acknowledge your understanding and verification of this inform tion by signature at the bottom of the form. These are very important construction related acknowledgments esigned to inform the property owner of his/her obligations related to t he requested permit activities. I. J'k1:.1 understa ,d a frequ nt practice of unlicensed contractors is to have the property owner obtain an "Owner· Builder" building permit t at erroneously implies that the property owner is providing his or her own labor and material personally. I, as a Owner--Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicense contractor and his or her employees while working o n my property. My homeowner's insurance may not provid coverage for those injuries. I am willfully acting as an Owner-Builder ard am aware of the limits of my insurance overage for injuries to workers on my property. II. _fil understand build in permits are not req1Jired to be signed by propertv owners unless thE?y ;;ire responsible for the construction and a not hiring a licensed contractor to assume this responsibility. Ill. -~I understand as ar " wner--Builder" I am the responsible party of record on the permit. I understand that I may protect myself from tential financial risk by hiring a licensed contractor and having the p'er mit filed in his or her name instead of m own. IV. ~I understand contrac ors are requir-:d by law to be licensed and bonded in California and to list their license numbers on permits and c ntracts. V. _ 'fti--1 understand if I em loy or otherwise engage any p,?rsons, other than California licensed contractors, and t1e total value of my coris ruction is at lea st five hundred dollars ($500). including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 08/20 ' Owner-Builder Acknowledgem nt Continued VI. Af-1 understand if I am onsidered an "employer" under state and federal law, I 'must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemploym nt compensation for each "employee." I also understand, my failure to abide by these laws may subject me to se ious financial risk. VII. f>rl I understand under alifornia Contractors' State License Law, an Owner--Build'er who builds single--family residential structures cann legally build them with the intent to offer them for sale, wnless all wor'< is performed bv licensed subcontractors nd the number of structures does not exceed four within any calendar year, or all of t,e work is performed und r contract with a licensed general building contractor. VIII. __Bi:_ 1 understand as an wner-Builder if I sell the property for which this permit is issued, I rnay be held liable for any financial or pers nal injuries sustained by any subsequent owner(s) w~ich result from any latent construction defects in th workmanship or materials. IX. _Af_ 1 understand I may btain more information regarding my obligations as an "employe_r" from the Internal Revenue Service, the Un ted States Small Business Administration, the California Department of Benefit Payments, and t he Califo nia Division of Industrial Accidents. I also understand I may contact the California Contractors' Stat e License Board (CSLB) at 1-800--321-CSLB (2752) or www.cslb.ca'.gov for, more information about licensed contractor X. _Ai:.1 am aware of and c nsent to an Owner-Builder building permit applied for in• my name, and understand t,at I am the party legally a d fina ncially responsible for proposed construction activity at the following address: XI. .Ai_, agree that , as the pa ty legally and financially responsible for this proposed construction a:tivity, I will abide by all applicable laws and quirements that govern Owner-Builders as well as empbyers. XII. _fit_1 agree to notify the ssuer of this form imTJediately of any additions, deletions, or changes to any of the information I have provid on this form Licensed contractors are gulated by laws designed to prot ect the public. If you contract ~~ith someone who does not have a license, t Contractor's State Li cense Board may be unable to assist you with any financial loss you may sustain as a resJlt of a complaint. Your only remedy against unlicensed Contractors may be in civil court. 11 is also important for you to understand that if an unlicensed Contractor or employee of that inc)iviclual or firm is injured while working o your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire c ntractors, you will be responsible for verifying whether or not those contractors are properly licensed and the atus of their workers' compensation coverage. Before a building permit c n be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Bui/ ing Division. I declare under penalty of perjury t at I hove read and understand 11/ of the information provided or, this form and that my responses, including my 01thority to sign this form, is true nd correct. I om a,vare that/ have the option co consult with legal counsel prior to signing this form, and I hove e,cher (1) consulted with legal cou el prior to signing this form or (2) have v1aived this right in signing this form without the ,7dv,ce of legal counsel. ~ Date 2 REV. 08/20 PERMIT INSPECTION HISTORY for (CBR2023-3402) Permit Type: BLDG-Residential Application Date: 07/10/2023 Owner: ADAM ROHRBAUGH Work Class: Addition Issue Date: 03/28/2024 Subdivision: CARLSBAD TCT#75-07 Status: Closed -Finaled Expiration Date: 06/18/2025 Address: 2001 CIMA CT IVR Number: 50518 CARLSBAD, CA 92009-8501 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Monday, July 7, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 2 of 2 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-3402) Permit Type: BLDG-Residential Application Date: 07/10/2023 Owner: ADAM ROHRBAUGH Work Class: Addition Issue Date: 03/28/2024 Subdivision: CARLSBAD TCT#75-07 Status: Closed -Finaled Expiration Date: 06/18/2025 Address: 2001 CIMA CT IVR Number: 50518 CARLSBAD, CA 92009-8501 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/06/2024 09/06/2024 BLDG-21 260114-2024 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Stamped plans needed. Yes 10/18/2024 10/18/2024 BLDG-14 264859-2024 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/22/2024 10/21/2024 BLDG-14 265212-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/30/2024 BLDG-12 Steel/Bond 266161-2024 Cancelled Tony Alvarado Reinspectlon Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency No 11/26/2024 11/26/2024 BLDG-14 269234-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/09/2024 12/09/2024 BLDG-14 270329-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Pass ed BLDG-Building Deficiency Yes 12/20/2024 12/20/2024 BLDG-18 Exterior 271682-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/22/2025 05/22/2025 BLDG-Final Inspection 285595-2025 Passed Tim Kersch Complete Monday, July 7, 2025 Page 1 of 2 March 7, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 True North COMPLIANCE SERVICES FINAL REVIEW City Pennit No: CBR2023-3402 True North No.: 23-018-628 Plan Review: SFD Addition and Remodel Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam & Stacie Rohrbaugh Applicant Email: Adam@a7arch.com OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA Y-B No I Addition 408 sq. ft. Remodel: 340 sq-ft Patio cover: 430 sq-f The plans have been reviewed for coordination with the permit application. Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. Drawings: Electronic copy dated January 3, 2024, by Adam Rohrbaugh. Structural Calculations: Electronic copy dated September 9, 2023, by Paul Christensen. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202 I !BC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562. 733.8030 SFD Addition and Remodel 2001 Cima Ct March 7, 2024 Review By: Richard Moreno -Plans Examiner City of Carlsbad-FINAL REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page2 Transmittal Letter July 19, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 True North COMPLIANCE SERVICH FIRST REVIEW City Permit No: CBR2023-3402 True North No.: 23-018-628 Plan Review: SFD Addition and Remodel Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam & Stacie Rohrbaugh Applicant Email: Adam@a7arch.com True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. Drawings: Electronic copy dated July 6, 2023, by Adam Rohrbaugh. Structural Calculati ons: Electronic copy dated N/A, by Paul Cristenson. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit applicati on: Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 SFD Addition and Remodel 2001 Cima Ct July 19, 2023 RESUBMJTT AL INSTRUCTIONS: Plan Review Comments City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please go the City of Carlsbad Customer Self Service Portal Civic Access (carlsbadca.gov) and register for an account. This account will offer the applicant access to plan review status, plan review comment files and on-line payment capability: https://eg.carlsbadca.gov/EnerGov Prod/selfservice/CarlsbadCAProd#/home Please utilize the Carlsbad Customer Self Service portal to schedule a time to resubmit. Resubmittals can be made by appointment at https://kiosk.na6.gless.com/kiosk/app/home/92. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached li st of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No 1 Addition 408 sq. ft. Remodel: 340 sq-ft Patio cover: 430 sq-f ARCIDTECTURAL COMMENTS: General: Al. Project area on permit application does not match the project area noted on plans. Pleave verify that the permit application will match the pscope of project. Any part of the project that is not part of this permit application, note on plans "Not part of permit". SFD Addition and Remodel 2001 Cima Ct City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page3 July 19, 2023 AREA: 10,953SF E (FAR): • A2. New construction is proposed at 5 feet or closer to the property line, as such a boundary survey report is required. A licensed surveyor is required to complete Carlsbad form B-60A and provide it to the Building Inspector at the foundation inspection. https://www.carlsbadca.gov/home/showpublisheddocument/9666/637859764783800000 Provide the following note on the cover sheet of the plans: A boundary survey report is required for this project. Concrete placement will not be approved until a boundary survey showing compliance to the approved plans is provided to the Building Division. A3 . For firepit area and pool equipment shed, see the following: a) Provide details for the stairway. Include the following information: i) 36" Minimum stair width per CRC R31 l.7.l. ii) Stair tread depth (11" or 10" minimum plus tread nosing) and riser height (7.75" maximum) per CRC R3 l l .7.5.1 iii) 36" Minimum landing at the top and bottom of the stairs per CRC R3 l l. 7 .6. iv) Provide light fixture to illuminate the walking surface of the stairs per CRC R3 l l .7.9. b) Provide handrail at stairs per CRC R3 l l.7.8, include the following details: i) Handrails are required to be 34" to 38" above the stair treads. CRC R3 l l.7.8. l. SFD Addition and Remodel 2001 Cima Ct City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page4 July 19, 2023 ii) Handrails shall be continuous for the full length of the flight, from a point directly above the top riser to the lowest riser flight. CRC R3 I 1. 7 .8.4. iii) Handrail ends shall be returned or shall terminate in newel posts or safety terminals. CRC R3 I I .7.8.4. iv) Handrails adjacent to a wall shall have a space of not less than 1-1/2" between the wall and the handrails. CRC R3 I 1.7.8.3. v) Handrail shall be graspable per CRC R3 11.7.8.5. (I) Handrail shall either be circular with an outside diameter of 1-1 /4" to 2", (2) Or with a perimeter greater than 6-1 /4 inches with graspable finger recess area on both sides of the pro ti le. vi) Handrail connection shall be designed to withstand a 200-pound load applied in any direction at any point along the top of the rail. '-r-'"""""'1--.-,--'\ ~· ;p·--- __.\_;, \ A4. Indicate on the plans, the type, location, and size of building address which must be clearly visible and legible from the adjacent public way or street. Address letters/numbers shall be minimum 4 inches high, with a minimum stroke width of I /2 inch, and shall contrast with their background. CRC R319 .1. AS. Specify the roofing material for the proposed addition and shed. R905. A6. Sheet A 1.1. keynotes 6, as calledout at the patio cover, were not identified on the keynote legend. -· I ~--·-_ _._ -----·-·--~ I SFD Addition and Remodel 2001 Cima Ct July 19, 2023 MECHANICAL COMMENTS: City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page 5 MI. Mechanical information was not provided on the plan to reflect the proposed scope of work to demonstrate code comp I iance per CRC RI 06.1. I. Provide the following: a) Specify method of providing heating facilities capable of maintaining a minimum room temperature of 68°F at a point 3 feet above the floor and 2 feet from exterior walls in the new addition. CRC R303.10 b) Identify the size of the furnace, in kB TU or MBH. The furnace shall be sufficiently sized to accommodate the addition plus the existing dwelling unit. M2. Wall spaces along the kitchen countertop shall be provided with receptacles such that no point along the wall line is more than 24 inches, measured horizontally, from a receptacle outlet in that space. CEC 210.52(C)( 1 ). M3. Provide a GFCI receptacle on each side of the island counter in the kitchen. CEC 210.52(C)(l ). ELECTRICAL COMMENTS: El. Provide a GFCJ, waterproof, and tamper resistant receptacle outlet at the rear of the building per CEC 210.8, 406.9(B), 406.12, and 210.52(E). E2. Wall spaces along the countertop shall be provided with receptacles such that no point along the wall line is more than 24 inches, measured horizontall y, from a receptacle outlet in that space. CEC 210.52(C)(l). Weather exposed receptacles must also be weather protected. E3. Provide a GFCI receptacle on each side of the island counter in the kitchen. CEC 210.52(C)(l). PLUMBING COMMENTS: Pl. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum above the roof drain. City Policy 84-35 P2. Provide the following dimensions on the plan for the water closets per CPC 402.5: a) Side clearances -15" from the centerline of the water closet to the walls b) Front clearance -24" in front of the water closet. GREEN BUILDING COMMENTS: G 1. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial 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. a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) 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. SFD Addition and Remodel 2001 Cima Ct July 19, 2023 City of Carlsbad-FffiST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-018-628 Page 6 c) 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 fi lled on the B-50 checklist. ENERGY COMPLIANCE COMMENTS: Tl. On the cover sheet, list all HERS inspection features and special features required. Please coordinate with the Energy Report. T2. If a cooking appliance will be placed at new bar area. The exhaust fan is to comply with CEnergyC Table 150.0-G. Show exhaust fan or a ducted range hood and specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building. T3. Revise plan to show at least one luminaire in the bathrooms, laundry rooms, walk-in closets, and utility rooms to be controlled by a vacancy sensor. CEnergyC l 50.0(k)2(E) STRUCTURAL COMMENTS: General: S 1. Provide stamped and signed structural calculations from the structural engineer of record. S2. Area left of the proposed bar room addition does not match the architectural drawings on structural plans. Please review and revise as needed. a) Also, please review and revise foundation plans on S l. \. , .;;-.. I \ \. \ \. S3. Provide and reference construction detail for concrete stairs at shed and proposed firepit area. S4. Provide structural detail, similar to detail 1 l/A4.0, for framing to CMU retaining wall connection. Also, show clearances required for wood framing to exposed earth. S5. The information on detail 8/A4.0 does not match the information on foundation plans. Review and revise detail, or provide structural detail for retaining wall. S6. Provide structural calculations for retaining wall. SFD Addition and Remodel 2001 Cima Ct July 19, 2023 S7. Detail 15/SDl. City of Carlsbad-FIRST REVIEW City Permit No.: CBR2023-3402 True North No.: 23-01 8-628 Page 7 a) Provide blocking at studwall for low roof connection to framing. i) Also, detail 12/SD-I 2X Blocking b) Note hanger hardware type proposed on detail i) Also, note hangers proposed on detail 16/SD-1 • • e..:.: • c) ·LSU? S8. Detail 7/SD-l. Note A.B. embedment depth and provide plate section showing placemtn of A.B. on plate. a) Verify that pinned or fixed connection are verified by the engineer ofrecord once calculations have been provided. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END) Building Permit Finaled Revision Permit Print Date: 07/07/2025 Job Address: 2001 CIMA CT, CARLSBAD, CA 92009-8501 Permit No: Status: C cityof Carlsbad PREV2024-0118 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 2164910800 $0.00 Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2023-3402 Plan Check#: Applied: 06/10/2024 Issued: 09/05/2024 Fina led Close Out: 07/07/2025 Final Inspection: INSPECTOR: Project Title: Description: ROHRBAUGH: 299 SF BAR/PANTRY ADDITION // 360 SF MASTER BEDROOM/EXT STORAGE ADDITION// 231 SF FRONT BEDROOM ADDITION (890 LIV SF ADDED TOTAL) Applicant: ADAM ROHRBAUGH 628 SANTA FE DR ENCINITAS, CA 92024-4641 (760) 840-7151 FEE Property Owner: ROHRBAUGH FAMILY 2001 CIMA CT CARLSBAD, CA 92009-8501 BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Total Fees: $1,295.00 Total Payments To Date: Building Division $1,295.00 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $1,260.00 $0.00 Page 1 of 1 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client A7 Group Inc Project Rohrbaugh Residence 2001 Cima Court Carls 2008 Paul S. Christenson RCE C57182, exp 12/31 /23 February 24, 2023 Rev. 2-6-24 PCSD File #: 23-057 rA.IA[ L--h.ri.>te.J.t.-)O'n :5A,t,\. P ~tiC1 L "1-"lit1-ur1.1-1.1 .,, N 0 ~ M I M N C N ~ cc u Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Rohrbaugh Residence 23-057 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 • Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U .N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength@ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, f'rn = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. fm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi@ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM AS00, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ? ;ru/f;,trzne.n.ro.n 'ef nt .zk'!f" £npeen.11J 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 SHEET NO 1-OF -----CALCULATED BY PSC DATE 2/24/23 CHECK BY _____ DATE ___ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. IoL = ILL= Total Load = 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists IoL = ILL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = I1.L = Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 5.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 14.0 psf 20.0 psf 34.0 psf 5.0 psf 2.0 psf 2.8 psf 1.2 psf 11.0 psf 20.0 psf 31.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf l.l psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I. I psf 2.3 psf 8.0 psf ~ ,nJf;rnne.n.ro.n 'efn1 zj'!f" .£,Jutee.rvtJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE 23-057 ~ OF PSC DATE 2/24/23 DATE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN} 2.5 Floor Floor Cover Sheathing 2x F.J. S/8" Gyp. Bd. Insulation and Misc. IoL = ILL = Total Load= S.S psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 1S.0 psf 40.0 psf (60.0 psf -Decks) SS.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I 10 mph Exposure Cat = B Ps = AKzt•l*Ps30 P = 26.6 psf (ASCE 7-16-Equation 28.5-1) P = 16.0 psf (*0.6 ASD) 2.7 Seismic SMs = F.s. S05 = 0.822 s Cs =~ (R/1) Cs= 0.126 USE: V= 0.126 WoL ASD BASE SHEAR ( 11.4.S) A= 1.00 (fig. 28.5-1) PsJo = 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION s.= 1.027 s,= 0.371 F = • 1.20 F = V 0.00 R = 6.5 I = 1.00 h = n 15.00 Occupancy Category: 2 Site Class: D SE.ISMIC DESIGN CATEGORY s, < 0.75 s, > 0.04 Ss >o.1s (11.6 ASCE 7-16) (11.4.2 ASCE 7-16) (fig. 28.5-1) (table l.5-2) Ta= C, * (hn)0 75 = 0.1 S2 Ts = S01/S05 _ 0 k = 1.0 :'.qn. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D 2/20123, 2:34 PM U.S. Seismic Design Maps Rohrbaugh 2001 Cima Ct, Carlsbad, CA 92009, USA Latitude, Longitude: 33.081195, -117.2642819 I ' I ' ' ' Go(_gle Date Design Code Reference Do<:ument Risk Category Site Class Type Value Ss 1.027 S1 0.371 SMs 1.232 SM1 null -see Section 11.4.8 Sos 0.821 S01 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 Fa 1.2 F, null -See Section 11.4.8 PGA 0.451 FpGA 1.2 PGAM 0.542 TL 8 SsRT 1,027 SsUH 1.149 SsD 1.5 S1RT 0.371 S1UH 0.41 S10 0.6 PGAd 0.519 PGAuH 0.451 https://www.seismicmaps.org BThe WiseOx T Butcher & Deli q • Auto Appraisal Network in San Diego, CA Description Property Alliance Q 212012023, 2:34:24 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Des<:riptlon MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric selsmic design v.alus at 0.2 secooo 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 acceleratlon Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second} Probabilistic risk-targeted ground motion. (1 .0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 1/3 ~FORTE WEB MEMBER REPORT Roof Framing, (RR-1) Rafters 1 piece(s) 2 x 10 DF No.2@ 16" OC Overa II Length: 18' 7•· 0 All locatfons are measured from tne outside race of left support (or left cantilever end). An dimensions are horizontal. o.lan lltiiultj_ • : ; -; ·~•~?_/ • ·•:'. N11"'il.f7 ': ~-~; ., i.01!'; ~(Cotidll••i:leli~) •. Member Reactlon (lbs) 434@ 2 1/2" 3281 (3.50") Passed (13%) -1.0 D + 1.0 Lr (All Soans) Shear (lbs) 384@ 1' 3/4" 2081 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1925@ 9' 3 1/2" 2537 Passed (76%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. {In) 0.413@ 9' 3 1/2" 0.908 Passed (L/528) ·-1.0 D + 1.0 Lr (All Spans) Total Load Dell. (In) 0.722 @ 9' 3 1/2" 1.211 Passed (L/302) ·-1.0 D + 1.0 Lr (All Spans) • Deflectior1 cr1tl!r1a: LL (l/2'10) and TL (l/180), • AIIOwed moment does not reflect the adjustment for the beam stabNty factor. • A 15% Increase In the moment a,paclty has been added to llCl:OUl1t for repetitive member usage. • Apl)llcable calrulatlons are based on NOS. • .. _' . ~ .·' :' .i ; •. . • • . • ·• :,~ -~~ ' .•. • .IANa~ ....... (llit); , ;; . ~~>~!·:;!~;,~;;;/~: {_:)i5~~---~ t<~£! .!,•.~-~-~ ~- 1-. .. -~ ·-~~; ~ -~,: f~·~\~~ .... ~:: ~ -_,;·4~·~•;;:,~)~;~~:;_~~::\ ;·:·-~~~- 1 • Stud wall • OF 3.50" 3.50" I.SO" 186 248 434 lllod<lng 2 • Stud wall -OF 3.50" 3.50" 1.50" 186 248 434 8locklng • Bloddng Panels are assumed ID can-y no loads applied clrectly above them and the full loild is applied to the member being designed. ' • ·\· ,. ·.~ .: '' " ToP Edge (Lu) s· 6" o/c Bottom Edge (Lu) 18' rote •Ma>Clmum allowable bradng Intervals based on applied load. > ,'.~-~~~ 1 -Uniform (PSF) 0 to 18' 7" 20.0 Default Load .. ,, ~' 1. PASSED 0 System : Roo( Member Type : Joist Bulldlng Use : Residential Building C'.ode : !BC 2018 Design Me1tlodology : ASO Member Pitch : 0/12 f ' • w~ wamnts that the slZlng of Its products wUI be In accoroance wltll Weyerhaeuser product design cr1tl!l1a and piJt>llshed deslgn values. Weyerhaeuser e><pressly dlsdalms any other wamw1ties related to the software. use of this software Is not lnrended ID dmJmvent the need for a design professional as <lotermlned by the author1ty haVlng Jur1sdie11on. The designer of reco<d, builder or framer Is responsible to assure that this calculatlon Is compadble with the overall project. Accessories (Rim Board, Blodtlng Panels and Squash BkX:lcs) are not designed by tllls software. Products manufac1ured at Weyerleeuser fadllties are third-party cert!Aed to sustainable fO<estry standoros. Weyerhaeuser E~ Lumber ProQJcts have been evaluated by ICC·ES under evaluatlon reports ESR-1153 and ESR-1387 a,:,d/or tested in accoroance with applicable ASTM standards, For current code evaluation reports, Wevert,aeuser product literature and lnstallatlon details refer to www.-1>aeuser=/woodl)r0duct:Sl~-lltnry. The product application, Input design loads, dimensions and support lnformaUon have been provided by ForteWE8 Software Operator l'orteWl!B Soltw•re C)perab>r JobNoCiles Paul Chr1stenson PCSO Engineer1ng (760) 207-1885 A paul.pcsd@Qmail.com Weycrh.icuser 2/22/2023 8:04:20 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB MEMBER REPORT Roof Framing, (RR-3) Rafters 1 piece(s) 2 x 8 DF No.2@ 16" OC Overall Length: 14' 11" .+ 0 All locations are measured from the outside face of left support ( or left can ti lever end). All dimensions are horizontal . :.~~·•, . " . -~: ~. ~-l '>~.~~}It ~~¥~, •• } .. -·. ;,·~. . "°" .. . "-': o.,,-..~>'.:-··~; ;; Member Reaetlan (lbs) 573 @ 6' 1 3/4" • 3281 (3.50") Passed (17%) .. 1.0 D + 1.0 Lr {All Spans) Shear (lbs) 260 @ 6' 10 3/4" 1631 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) ·856 @ 6' 1 3/4" 1275 Passed (67%} 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Deft {In) 0.260 @0 0.615 Passed (2l/568) .. 1.0 D + 1.0 Lr (Alt Spans) Total Load Oefl. (In) 0.407@0 0.819 Passed (2l,/362) --1.0 D + 1.0 Lr {Alt Spans} • Dellectlon crttena: LL (l/240) and TL (l/180). • Ovemano deftectloo o1\ffla: LL (Zl/240) and TL (Zl/180). • Left canti_. length e,o:eeds 1/3 member leng1h or 1/2 back span length. Additional bracing should be considered. • Al"-d moment does not reflect the adjustment for the beam stabllty factor. • A 15% lna8Se In the moment capacity has been added to account for repel!tM member u~. • Moment capadty .,..,. tan11ie-support l has~ ~ l>t 25% In le-;-..er, the~ of oot'l.llng. • Applcable calallatlons are based on NOS. 1 • Stud wal -Of 3.50" 3.so· 1.so· 236 337 sn Bloddno ! -Stud wal -OF 3.50" 3.50" 1.50" 43 90 133 Bloddng • l!locldno Panels are assumed to carry no loads applied directly above lhem and lhe rul load Is applied 10 the member being designed. Top Edge (Lu) 14' ll"o/c 8otlx>l'flEdge(Lu) 11' 11" o/c •Maximum allowable bracing lnte!vals based on applied load. I • Unllonn (PSF) 0 to 14' 11" 16" 14.0 .... /,..·\ + 0 System : Roof Member T~ : Joist llulldl,lg Use : Resldenlial Building Code : IBC 2018 Design Mo,t!lodology : ASO Member Pftdl : 0/12 weyemaeuser warrants lhat lhe slZlng of Its products wlll be In acx:ordance wllh Weyemaeuser product design atterta and published design values. Weyert,aeuser expressly dlsdalms any other wamnt!eS re4ated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the author1ty having Jurlsdlcllon. The designer of record, builder or framer iS responsible 10 as,ure lhat this calculat!on Is compaHble with the .,..,..11 project. Aa:essorieS (Rim Board, Bloddng Panels and Squash Slod<s) are not d@signed by this software. Products manutactured at wevert,aeuser facilities are lhird-party O!rtitied to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluatled by ICC-ES~ evaluation reports ESR-1153 and ESR-1387 and/Of tested In accordance with applicable AS11-l standards. For cun'e'1t CDde evaluatlon reports, Weyerhaeuser product literature and lnstallatlon details refer 10 • www.weyemaeuser.cx,m/woodproducts/document-Nbrary. The product application, Input design loads, dimensions and support lrlormatlon hav~ bel!n provided by ForteWEB Software Operator fortll!WEB Softwan, Operator Job- Paul Chr1steoson PCSO Engineering (760) 207-188S paul.pcsd@gmall.com ~rhacuscr 3/12/2023 3:00:20 PM UTC ForteWEB v3.5, Engine: VS.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~IFORTEWEB MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL o~rall Length: 1 O' 11" 0 10' 4· [D All locations are measured from the outside face of left: support ( or left cantilever end). All dimensions are horizontal. o.tan: Ra~ .. •' •. Actlllil:O~ ,.··A1low!ii!h ~:, ' 'tJII' : . I.Nd~ C\,weoi1..._, {llatllir/l) ., Member Reaction (lbs) 5079@ 2" 7656 (3.50") Passed (66%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 4556@ 1' 3 3/8" 10044 Passed (45%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 18153@4' r 24878 Passed (73%) 1.25 1.0 D + 1.0 Lr (AA Spans) Live Load Defl. (In) o.1a3 @ 5• 3 3/4" 0.529 Passed (lJ696) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) o.337 @ 5• 3 13/16" 0.706 Passed (lJ377) .. 1.0 D + 1.0 Lr (All Spans) • Deftectlo<'I criteria: LL (l/2-W) and Tl (l/190). • l\llowed moment does not reflect the adjustment for the beam S1allill!Y factor . ........ ~. LliilctlllD ......... (lb!I) ,. , .. .. •'· -~ ,. .. ·.,_. ~ ·o.,t 'llNf,Uwe ·.~ .. ; '. .. '" ·' 1 -Column • OF 3,50" 3.50" 2.32" 2358 2721 5079 81od<ing 2 -COiumn • OF 3.50" 3.50" 1.95" 2011 2259 4270 Blocking • 81od<Jng Panels are assumed to carry no loads applied directly ab<Ne them and the full load ,s applied ID the member being designed. ·~ Top Edge (Lu) 10' 11" o/c Bottom Edge (Lu) 10' 11" o/c •Ma>dmum alowable bracing Intervals based on aJ)l)lled load. . LOCatfon (tldie) ' .• . , a.ii, ftPi/ilU,,.• ,.. ~,._, • ' to.lO}· : · c~~ Ult eo.-.. 0 • Self Weight (PLF) 0 ID 10' 11" N/1\ 13.0 1 • Uniform (PSF) 0 to 10' 11" (Front) 10' 15.0 20.0 Default toad 2 • Uniform (PLF) 0 to 10' 11" (Front) N/A ~5.0 Default Load 3 • Point (I>) 4' 7" (Front) N/A 2098 2797 Default toad ,.· PASSED 1 0 System : Roof Member Type : Drop Beam Building lJse : ~sldenllal Building COde : !BC 2018 Design Methodology : -.so Member Pttd'I: 0/12 WeyerhileuSer warrants that the sizlng of its products will be In accordance with Weyertiaeuser product design criteria and published desi!Jn values. Weyerhaeuser expressly dlsclalms any other warranties retated ID the soltWare. use of !Ills software Is not lnten<led to drcumYent Ille neea for a ~gn prolesSlonal as dell!rmlnecl by Ille aulllo<1ty haVlng Jurtsdldlon. The lleslgner of "'°""'• oonder or rramer ls responsible ID assure ltlat ltlls calOJlatlon Is compatible with the overall pro)ect. Accessories (RJm Board, 8loddng Panels and Squash 81ocks) are not designed by thiS soltWare. Products manufactured at Weyerhaeuser r,,ctlltles are third-patty certlned ID suSllllnalJle forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or bested in acmrdance with applicable A5TM standards. For current rode evaluatlon reports, Weye-haeuser product Uterature and installatlon details refer to www.weyerhaa.ser.com/woodproducts/document41brary. The product appllcatloo, Input design loads, dimensions and support lnformaaon have been provided by For1eWEB Software Operator l'ofteWl!B Software O!Mnll>r Job Notes Paul Christ-enson PCSD Engineering (760) 207-1885 A paul.lXS(l@gmall.com Weycrhitcu~cr 2/22/2023 8:07:34 PM lITC ForteWEB v3.5, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB 0 [!l MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1plece(s)31/2" x 117/8" 2.2E Parallam® PSL Overall length: 12· 7' 12' All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horlzontal. ,DMla'ft Jl ........ • . •. ·Acllllll·•~ M,clo!led ,/ --aw . l.a!,d: (~) Member Reaction (lbs) 5002@ 2" 7656 (3.50") Passed (65%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3983@ 1' 3 3/8" 10044 Passed ( 40%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (ft-lbs) 14912@ 6' 3 1/2" 24878 Passed (60%) 1.25 1.0 D + 1.0 Lr (All Spans) uve Load Den. (In) 0.239 @ 6' 3 1/2" 0.613 Passed (1../616) --1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 0.412@ 6' 3 1/2" 0.817 Passed (1../356) --1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/2-40) and TI. (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. su;po,u· ' 1 • Colutm • OF 3.50" 3.50" 2.29" 2108 2894 5002 Bloddng 2 • COlulliil • OF 3.50" 3.50" 2.29" 2108 2894 S002 l!lod(ji'lQ • Blodung Panels are assume<! to carry no loads applied directly above them and the /\JI load ,s applied to the member being designed. Top Edge (Lu) 12' 7'0/c Bottom Edge (Lu) 12' 7" o/c •MalCimum allowable bracing lnlle<Vals based on applied load. , . ....,u,,. ' .~~·~.is{ ~ 0 • Self WeiOht (PI.F) 0 to 12' 7" N/A 13.0 1 • lMliform (PSF) 0 to 12' 7" (Front) 23' 14.0 20.0 Default Load . ··' PASSED ti 0 System : Roof Member Type : Drop Beam Building use : Resldentlal Building ~ : !BC 2018 Delgr1 Methodology : ASO Member Pitch : 0/12 -:w ..._._.. . ·\ ' ·.• .• ',· '•-· / t . . Weyerhaeuser warrants that the sizing of Its products wia be In accordance with Weyerhaeuser pnnx:t design cHteria and published design values. Weyert,aeuser expressly disclaims any other warranties related to lhe software. Use of this software Is not Intended to d1C1Jmvent !he rttd for a desiQn professional as determined by the authority having j~on. The deslg,er of record, builder or framer is responsible to 11SSUre !!lat this caolcula!JO<l Is compaUble with the overall pro)ect, Accessortes (Rim Board, Blod<lng Panels and Squash Blocks) are not clesigned by l!lls software, Products manufactured at Weyerhaeuser factlltles are third-party certified to sustait.1ble forestry stanclards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evalualkln reports ESR-11S3 and ESR-1387 'find/or tested tn accordance with app!\Clltlle I\STM -· For current cOdl! !!V!mJall0n repons, 'HeyemaeUser produa lttl!nl11n'e ll1'ld ~ <lelal'1 n!ler to www.weyem-.com/woodproducts/document4lbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator fOO'lleWl!I SOftware Operator lDb Notm Paul Christenson PCSD Engineering (760) 207-1685 A paul.~gma11.com WeytrhJcu<er 2/22/2023 8:11:35 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTE WEB MEMBER REPORT Roof Framing, (RB-3) Patio Bm 1 plece(s) WSX31 (A992) ASTM Steel Overall ler,gth: 30' 0 29· s· All locattons are measured from the outside l'ace of left support (or left cantilever end). All dimensions are horizontal. •o.ian,bluftli ; \ .!' ;· • --•• ~ -' ,:··· AlloMilll . ~ -.· ( ,· t.Df . -~:eo•I 1ti.i1<,..,_.) Member Reaction (lbs) 3090@2" 21700 (3.50") Passed (14%) ·-1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3030@ 3 1/2" 45600 Passed (7%) -· 1.0 D + 1.0 Lr ( All Spans) Moment (Ft-lbs) 22663@ 15' 38719 Passed (59%) .. 1.0 D + 1.0 Lr (Alf Spans) Live Load Defl. (In) 0.546@ 15' 0.989 Passed (L/652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (In l 1.125@ 15' 1.483 Passed (L/316) -· 1.0 D + 1.0 Lr (All Spans) • DefleCIIOn Criteria: LL (l/360) and Tl. ( l/240). • Applicable calculations are based on ANSl/111SC 360-16. • A la!l!rlll-torsional bucldtng factor (C..) of 1.0 has been assumed. 1 -Column -Of 3.50' 3.50" 3.50" 1590 1500 3090 8locklno 2 • Column -DF 3.50" 3.50" 3.50" 1590 1500 3090 Blocking • Bloddng Panels are assomed to cany no loads applied directly above them and the ful load Is applied to the membl!r beng designed. TopEO<,jt!(Lu) End Bearing Points Bottom Edge (Lu) End Bea~ng Points 0 • Setf Weight (PU) 0 to 30' N/A 31.0 I -lXllform (PSF) 0 to 30' s· 15.0 20.0 . PASSED 7/ 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Me1hodology : ASO Weyerhaeuser warrants that the sizing of Its products wtU be In accordance with Yleyerhaeuser prociJct design atteria and published design values. Weyerhaeuser expressly dtsdalms any other warranties related to the software. Use of this software Is not In~ to circumvent the need for a deslQn professional as determined by the authority havtng junsdlctlon. The designer of record, builder or framer Is responsible to assure that this c.ataJlatlon is compattble with the oven,11 project. Accessories (Rlm Board, Bkld<lng Panels and Squash Blod<s) are not designed bv tills software. Products manufac:1ured at Weyemaeuser faclll!les are third-party certified to sustainable forestry stlndardS. Weyerhaeuser Engineered Lumber ProdUcts have been evaluated by ICC·ES under evaluation reparts ESR-1153 and ESR-1387 and/0< tested In aa:ordana! wtth apl)!lcable ASTM -· for = code evlllumlon reports, Weyert,aeuser product_,.., and msta\lall0n do!tal\s -to www.we-;ert,aeuser.com/woodproducts/document-libra<V. The product application, ,nput design loads, dimensions and soPl)O<t informatton have been proyided l7f ForteWEB Software Operator l'ortl!WH Software Operator JobN- Paul Christenson PCSO Engineering (760) 207· 1885 A paul.PCsd@Qmall.com WeycrhJcu~cr 2/22/2023 8:14:50 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Oat.a: VB.1.3.6 File Name: Rohrbaugh Page 1 / 1 t.:'ilFORTEWEB MEMBER REPORT Roof Framing, (RB-4) Patio Bm 1 piece(s) W8X18 (A992) ASTM Steel Overau Length 26' + 0 25' 5" [i] All locations are measured from the outside.face of left support (or left cantilever end). All dimensions are horizontal. Design Results • • Actual @ Loi:aliori' ,., I Allow-;;.i~p; Result ~,\: l> ; . ' .'.LDF. Load:. C~mblnatlon (Pattem) ,.; Member Reaction (lbs) 1790@ 2" 14241 (3.50") Passed (13%) -· 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1712@ 3 1/2" 37444 . Passed (5%) .. 1.0 D + 1.0 Lr (All Spans) Moment (Ft·lbs) 8877 @ 13' 8" 11692 Passed (76%) ·-1.0 D + 1.0 Lr (All Spans) Live Load Deft. (In) 0.266 @ 12' 9" 0.856 Passed (L/999+) -· 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.564 @ 12' 9 1/2" 1.283 Passed ( L/546 J .. 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: lL (l/360) and TL (l/240). • Applicable calculatjons are bas,,d oo ANSI/AISC 360·16. • A lateral•torslonal buckling factor (C•) of 1.0 has b<!en assumed. ., ~ ., Bearing 1.e'ngtl\ : ., .,LoadstoS~pports'(lbs), ;;, ·' , 'i , . ' .• ,. . ' /· ·u.,i;: -~l(ailable, :Rt\qu£re<t •• · Fact.wed' Accesso~~ Supports-. ·.,. . Total Dead R.oo( lil(e - I • Column • OF 3.50" 3.50" 3.SO" 901 890 1790 Blocking 2 • Column • OF 3.50" 3.50" 3.50" 589 474 1064 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bradng . ' Bracing Intervals Commei,ts .•. Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points :•-Dead ,. ,JI. ~oof ~ve ,:;-·• ,. --,:, , "':· ' . . ~ , . . Vertical loads I. Loclalion (Si~e) "(rlbutary Width (0.90f , (non-onow:·1.25) Comments. 0 • 5elf Weight {PLF) 0 to 26' NIA 18.0 - l • Uniform (PSF) 3' 3" to 13' 9" 2' 15.0 20.0 2 • Uniform {PSF) 13' 9" to 26' 1' 15.0 20.0 3 • Point (lb) 13' 9" N/A 174 233 4 • Uniform {PSF) Oto3'3" 7' 2" 15.0 20.0 Weyerhaeuser Notes f i' l;)ASSEO + 0 S'istem : Floor Member Type : Drop Beam Building US!! : Residential Building C.cx!e : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyemaeuser expressly disclaims any other warranties relatec to the software. Use of thls sottw8re ,s not lntendec to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation 15, compati'?le with the overall project Accessories {Rim Board, Slocklng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyemaeuser facilittes are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reparts ESR· 1153 and ESR· 1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyemaeuser.com/woodproducts/document·llbrary. Toe product application, Input design loads, dimensions and support Information have been provided by ForteWEB sottware Operator ForteWEB Software Operator Job Notes Paul Chrtstenson PCSO Engineering (760) 207-1885 paul .pcsd@gmall .com A Weyerh,teuser 2/6/2024 5:55:29 PM UTC ForteWEB v3.6, Engine: V8.3.l.5, Data: VS.1.4.1 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB .. 0 m MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 plece(s) 4 x 10 OF No.2 Overall Length: 11' 1 • 10' 6" All locatJons are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. ·Qai.im~. ,'►-• ; . ---~~ "" Allowed "'..: llalllt .. .. / ·_' -t.DI' . -~~~} . ·1<1ember Reactlon (lbs) ·11S1r@ 10· 11" 7656 (3:50") Passed (23%) -,.o·o + 1.0 Lr CAIi Spans) Shear (lbs) 1648 @ 10' 1/4" 4856 Passed (34%) 1.25 1.0 D + 1.0 Lr (AH Spans) Moment (Ft-lbs) 5482@ 7 S" 5615 Passed (98%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (In) 0.134 @ 5' 10 9/16" 0.538 Passed ( L/964) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In} 0.263 @ 5' 10 5/8" 0.717 Passed (L/491) --1.0 D + 1.0 Lr (All Spans} • Oeflecdon cntena: LL (l/240) and Tl (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Appltcable calOJlatlons a~ based on NOS. ;.,. ' .. ' \i._~.....-...._..:. • .-,-~. , ....... ._..,, ~,►-(._l ·-~-~: T~. ~ .. ~••••( :~· .~u.e.,~. ~f!~ .._ I -Column -OF 3.so· 3.50" 1.50' 546 573 1119 Bioddng 2 -COiumn -OF 3.50" 3.50" 1.50" 859 891 1750 8locldng • Blocldng Panels are assumed to a,rry no loads al)liled directly above them and the full load Is aP!)lled to the member being designed. Top Edge (Lu) 10' J" o/C Bottom Edge (Lu) 11' I" O/C •Maximum alowable bracing intervals based on appled load. ·:1.. V .. 'Lod: 1.c 0 -Self Weight (Plf} 0 to 11' 1" 1 -Uolfonn (PSF) 0 ID 11' 1" (Front) 2 -Point (lb) 7' 5• (front) N/A 8.2 2' 6" 15.0 N/A 898 . • ..,_~. ".: (.~-~-~- 20.0 Default Load 910 Default Load ·, • .. ,i}'. PASSED 10/ + 0 System : Roof Member Type : Drop.Beam Building US<! : Resldentlal Building Codi! : !BC 2018 Design 1¥tl10dol0gy : ASD Menttr Pitch : 0/12 Weyerhaeuser warrants that the sizing of Its products wUI be In acrordance with Weyemaeuser product design criteria and pullllshed design vakJes. Weyerhaeuser expre5oly disdafms any other warranties related ID the soltware. US<! of tits software Is not lnlended ID circumvent the neM for a deslgo professional as det.ennlned t,v the authority havlflll jurisdicllon. The desq1er of record, bulldo< or framer Is responsible to assu~ thilt this calculation Is oompattble with tile overall project. Accessones (Rim Boarn, Blocking Panels and SQuash Blocks) are not designed by this software. Products m11nufactun!d at Weyertiaetiser facllltleS are third-party certified a, su51l!lnable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatton reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASfM Sll!ndards. For OJ=t code ""31uatlon reports, Weyerllaeuser product llteratl.lre and lnstallatlon details refer to www.weyertlaeuser.coovwoodproducts,'document-llbrary. The product appllcat1on, Input desigrl loads, dimensions and support lnformatton have been provided by Fortl!WE8 Sol'tware Operato< l'ol'tleW!B SOftware Operator Job~ Paul Christenson PCSD Engineering (760) 207-1885 A paul.pc,d@gmall.oom Weyerhaeuser 3/3/2023 8:24:21 PM UTC ForteWEB v3.5, Engine: VS.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Pagel / 1 $',u/f;',t,1.r&e.11J'0.1I ';lm, rOlttf" btJU1een'.11J 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: pauLpcsd@gmail.com S.O Lateral Design & Analysis JOB 23-057 SHEET NO 7 c OF ___ _ CALCULATED BY PSC DATE 2/24/23 CHECK BY SCALE _____ DATE ___ _ Wind: p = /\ Kzt I pSJO )..= 1.00 t~S\F. 7-lo • Equation 2S 5•lJ (ti~ 28 ~-1) (fiEr, ~b 8'} tfiS, 1X :5J 1t11blc I '.'-21 Seismic: V = c! w DL S,= 1.027 (ASCE 7-16 • Eq. 12.8-2) S1 = 0.371 f v= 0.0 I = 1.00 Kzt = 1.0 F,= 1.2 PSJO~ 26.6 psf R = 6.50 I = 1.0 V = 0.090 • Wt • p (p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/I)>1.0 is< 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N I S Direction: E /W 16.0 psf X = 16.0 psf X 671 sq. ft.= 10709 lbs. 366 sq. ft. = 5841 lbs. ------ RoofWeh!ht Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 11.0 psf x 3609 sq. ft.= 39699 lbs. 15.0 psf x 791 sq. ft.= 11865 lbs. 8.0 psf x 68 t sq. ft .= 5448 lbs. 4.0 psf x 2724 sq. ft. = I 0896 lbs. ------Total Trib. Wa = 67908 lbs. Total Seismic Dead Load: W 1 = 67908 lbs. ASD Base Shear: V = 0.090 * p * Wt = 7970 lbs. p= Use 1st Storv 2nd Storv not satisfied not satisfied #REF! not satisfied I I p = 1.3 ? ,u/f;',t,/,,AmJ't,h ;In, ~!f'O £:npeeru,J 3529 Coastview Ct • Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com JOB 23--057 SHEET NO 'j OF CALCULATED BY PSC DAT_E __ 2/_2_4_/_2_3_ CHECK BY _____ DATE ___ _ SCALE 5.1 Lateral Design & Analysis -1st Story Shear Walls N / S Gridline Length of Shearwalls I IS 2 3 8 I .. "T ... ' Total 15.0 I 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I I • I t I , I '. I .. I , I Wall Ht. Type 8.4 A 8.4 A F E F SE F E F E FA SE E /W Gridline Length of Shearwalls Total Wall IIt. Type A I I 2 8.4 ~ B s 5 8.4 ~ C 7 7 8.4 A D 3 3 8.4 A 0 ~ 0 # VO! 0 /0! 0 # O! 0 # ! 0 #Dr O! ' ~ -·· 7""·-•-............ , ... t •r•-·· • ol --·· _!f'R, -. •• • " ' .... t· ··"· .•.• ~ -l ··• • --•.•-··./ -- ' I ! ' .• ..-... :. ·-' ··' t?' ,u/f;,f",1.m,.,,,o.,, -;J,.,, 2)/'!f" bJ6,eermJ 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline CJ) 15 % ( 10709 x 0.15 1606 #) 1606 lbs. V = 15 ft. 107 plf OTF 900 lbs. llr'-11 ~,r -&.'tl •lh-S'O "\s/1..: ui .. l"pr~t • ~ Gridline Q 25 % ( 10709 x 0.25 2677 #) 2677 lbs V = 11 ft. OTF 2044 lbs. JOB 23-057 SHEET NO ~ OF CALCULATED BY PSC DATE 2/24/23 CHECK BY DATE SCALE HDUZ r?' ,u./f;",tr/.de.n.,on ';!,.,, ~o bJVIHMJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) __ G_ri_d_lin_e_G)_A__._ ...... __ 5 __ % ____ 79_7_0 x 0.05 = 399 #) 19~ tt:r)• ,o•u'•/£04. 399 lbs. V 2 c • ._ JOB 23-057 SHEET NO \ b OF ----CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE 1.1,l 'S"'14,-'"/J~• WU TS· v,/ )0''1•••f>• PliDi __ a_ri_dl_in_e_G)i._s~ ____ 2_2 __ o/c_o __ ( ___ 19_1_0 x 0.22• = 1753 # ) 1753 lbs. V = 5 ft. 351 plf OTF 2946 lbs. • HDU2 Gridline Cs) 8 % ( 7970 X 0.08 638 #) V = 638 lbs. 7 ft. 91 pl f ~ OTF 765 lbs. 'HDU2 Gridline (v 5 % ( 7970 X 0.05 399 #) 399 lb~. V = 3 ft. OTF 1116 lbs. PCSO Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed· 3 MAR 2023, 12:21 PM I Steel: Co~ • LIC#: KW-06016684. Buitd:20·.23.2.14 DESCRIPTION: Patio Column PCSD Engineering (c) ENERCALC INC 1983-2022 Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x3/16 Overall Column Height 8.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 8.5 ft, K = 2.1 Y-Y (depth) axis : A plied Loads Column self weight included : 101.745 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 1.80, LR = 2.40 k BENDING LOADS ... EQ: Lat. Point Load at 8.50 ft creating Mx-x, E = 1.035 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabl, Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.6072 : 1 +D+0.70E 0.0 ft 1.902 k 37.705 k -6.158 k-ft 10.581 k-ft 0.0 k-ft 10.581 k-ft 0.03595 : 1 +D+0.70E 0.0 ft 0.7245 k 20.156 k Maximum Axial + Bending Stress Ratios Cox Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Stress Ratio Status Location 0.050 PASS 0.00 ft 1.67 0.114 PASS 0.00 ft 1.67 0.098 PASS 0.00 ft 1.67 0.030 PASS 0.00 ft 1.67 0.607 PASS 0.00 ft 1.67 0.462 PASS 0.00 ft 1.67 0.597 PASS 0.00 ft 1.67 Unbraced Length for buckling ABOUT X-X Axis= 8.5 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top alon.9_X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum Load Deflections ... Along Y-Y 0.9969 In at for load combination : E Only Along X-X 0.0 In at for load combination : 0.0 k 0.0 k 0.0 k 1.035 k 8.50ft above base 0.0ft above base Maximum Shear RatiQs Cby Kxlx/Ry K-yLy/Rx Stress Ratio Status Location 1.00 109.29 109.29 0.000 PASS 000ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.036 PASS 0.00 ft 1.00 109.29 109.29 0.027 PASS 0.00 ft 1.00 109.29 109.29 0.036 PASS 0.00 ft Maximum Reactions -------------------------------------------'-----Note: Only non-zero reactions are listed. My -End Moments Load Combination D Only +D+Lr +D+0.750Lr +0.600 +D+0.70E +D+0.5250E Axial Reaction X-X Axis Reaction @ Base @ Base @Top 1.902 4.302 3.702 1.141 1.902 1.902 k y.y Axis Reaction @Base 0.725 0.543 @Top Mx -End Moments k•ft @Base @Top @Base @Top -6.158 -4.619 I steet ·cotumn PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed 3 MAR 2023, 12:21 PM UC#: KW-06016684, Bulld:20.23.2.14 DESCRIPTION: Patio Column PCSD Engineering -Proje¢t• Fil&: Rotubaugh..eeS 1 (c) ENERCALC 1Ncl98;_2022 , Maximum Reactions Load Combination +0.60D+0.70E Lr Only E Only Extreme Reactions Axial Reaction @Base 1.141 2.400 X-X Axis Reaction @Base @Top Note: Only non-zero reactions are listed. k ·y_y Axis Reaction Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top @ Base @ Top --0~_=72~5-------6~.1-58 1.035 -8 797 ------~Ax-ia~I R=e_a_c~ti-on-~X~-x-Ax-is~R~e_a_ct-io_n ___ k_Y~-~Y-Ax-is~R~e-a-c-tio-n-~M-x--=E-nd-M-oments k:tf-My-End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial@Base Maximum 4.302 Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Reaction, Y-Y Axis Top " Moment, X-X Axis Base Maximum Minimwn Maximum Minimum Maximum 1.902 1.902 1.902 1.902 1.902 1.902 1.902 1.902 Minimum -8.797 Moment, Y-Y Axis Base Maximum 1.902 Minimum 1.902 Moment, X-X Axis Top Maximum 1.902 Minimum 1.902 Moment, Y-Y Axis Top Maximum 1.902 Minimum 1.902 Maximum Deflections for Load Combinations Load Combination -D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.600+0. ?OE Lr Only E Only Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in Distance --0:600 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 1.035 1.035 1.035 Max. Y -Y Deflection 0.000 in 0.000 In 0.000 in 0.000 in 0.698 in 0.523 in 0.698 in 0.000 in 0.987 in Steel Section Pro rties ::.r:..::..:...c::..::..=-'-:--s~::.,=.==c::.:...'-c-------·-~--~----Depth = HSS5x5x3/16 5.000 in I xx 12.60 in"4 Design Thick = Width Wall Thick = Area Weight = 0.174 in 5.000 in 0.187 in 3,280 inA2 11 .970 plf 0.000 in = s xx 5.03 inA3 Rxx 1.960 in Zx 5.890 in"3 I yy 12.600 in"4 s yy 5.030 in"3 R yy = 1.960 in -8.797 -8.797 -8.797 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.500 ft 8.500 ft 8.500 ft 0.000 ft 8.443 ft J = 19.900 in"4 C = 8.080 inA3 JOB 23-057 \ 'Z. OF ----PSC DATE 2/24/23 ~ ,u/f;,tn'den,on -;Tm, Z)/'!f" bfaeermJ SHEET NO CALCULATED BY CHECK BY SCALE ____ DATE __ _ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = 1125 plf 1500psf 0.75 ft (MIN.) => 9 INCHES (MTN.) USE 12 "WIDE CONTfN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDlSTURBED SOIL (M1N.) 6.2 MAX POINT LOAD ON FOOTING Pa11 = 1500 • ...!3._ • .22_ ...1... 12 12 i P a1i = 4500 lbs L.W.-J 6.3 PAD DESIGN LOAD ASBP = 1500 psf Pl 30 "SQUARE x 12 "THK W/ 3 -# 4 EACH WAY Pmax = 1500 • 3 2 Pmax = 9375 lbs ........ ·.:. ............ :... ...... , .. . ! .......... ... PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Desa: Pr.nteo 13 SEP 2023 2.14PM ------------·--·---·--------•· ------------i Cantilevered Retaining Wall OCi : KW-06016684, &ild:20.23.08.30 PCSO Engineering DESCRIPTION: 3' Ret. Wall @ Shed Code Reference: Project File: Rohrbaugh.ec:6 , --------(c)-ENERCALC INC 1983-2023 ••• ---···-·· --------··· ---------------- Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 3.00 ft Wall height above soil = 0.67 ft Slope Behind Wal 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0ft _ Su~ha_rge Loa_d_s ______ _ Surcharge Over Heel 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 Used for Sliding & Overturning _ Axial Load Applied to Stem ___ _ Axial Dead Load = Alciall.iveLoad Axial Load Ecoentricity = 130.0 lbs 90.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf EquivalentFluid Pnlssure Method Active Heel Pressure 55.0 psfllt Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!S<>il Friction Soil height to igllOl'e for passive pressure 200.0 psf/ft 110.00 pd = 110.00 pd = 0.-400 12.00 in Lateral Load Applied to Stem lateral Load 0.011ft ... Height lo Tq: = 0.00 ft ... Height to Bottom 0.00 ft Load Type = Wind (W) (Service Level) Wind on Eicposed Stem = 0.0 psf (~LfNel) Adjacent Footing~~~!-'_ ________ _ Adjacent Footing Load = O.Olbs Footing Width 0.00 It Eccentricity = 0.00in Wall to Fig CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of WaM = 0.0 ft Poisson's Ratio : 0.300 ··\, ............ ,, ... : ..... ,,-! ..... , ... ... PCSO Engineering 3529 Coastview Court Cartsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Cantilevered Retaining Wall • LicJ:KVV-06018684,!Ud:20.23.08.30 __ -• DESCRIPTION: 3' Ret. Wall @ Shed Project Trtle: Engineer: Project ID: Project Descr: ---PCSO~ --- Pnntea ; 3 SEP 2023. 2 14PM Pro;ect Fila: Rohrbaugh.ec:6 (c) ENERCALC INC 1983-2023 -~esign Summary Bottom ····---------•------·-·-·----. ------·· -· -Stem Construction Wall Stability Ratios Overturning 2.68 OK Slab Resists All Sliding 1 GJobal Stability = 1.62 Total Bearing Load = 1,476 lbs ... resultant ecc. = 2.14 in Eccentricity within middle third Soil Pressure @ Toe 765 psf OK Soil Pressure @ Heel = 307 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,071 psf ACI Factored @ Heel = 430 psf Footing Shear@ Toe = 5.6 psi OK Footing Shear@ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force 540.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead load Live Load Earth,H Wind,W Seismic, E 1200 1.600 1.600 1.600 1.000 Design Height Above Fl( Wal Material Above "Hr" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ----- ftllFB + fa/Fa Total Force @ Section SelviceLewl Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data rm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Bio~ Type Masonry Design Method ft= = = = = = = tbs= lbs= ft-#= ft-#= psi= psi= psi= in2= psi= in= psi= psi = = = in= = Concrete Data ----- re Fy psi= psi= SanOK 0.00 Masonry ASD 8.00 • 5 24.00 Center OA35 322.5 360.0 881 .3 3.5 45.4 91 .50 84.0 3.81 1,500 20,000 Yes 21 .48 7.63 ASD so SD •· ..... ·; ... r4 ,-,.,_;_.,. ...... .., ,:. .. ,.,t .. ,.,.. PCSD Engineering 3529 Coastview Coort Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com 1 Cantilevered Retaining Wall '. La :·KW-06016684)~1ilif.20.23.08.30 ---·----·-·- DESCRJPTJON: 3' Ret. Walt @ Shed Footing Data ________ _ Toe Width = 0.92 ft Heel Width 1.58 Total Footing Width = 2.50 Footing Thickness 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 ft fc = 2,500psi Fy = Footing Concrete Density 60,000 psi 150.00 pcf Min. As% = 0.0018 Cover@Top 3.00 @Btm.= 3.00 in T Project Trtle: Engineer: Project ID: Project Descr: Pr:mec. 13 SEP 2023. 2 14PM Pro;ect Fie: RoM>augh.ec6 . PCSO~ -----_____ ,, ___ ---· ---(c) ENERCALC INC 1983-2023 ___ Footing Dftign_Resulta ____ _ Toe tlft! Fac\OTed Pr~sure 1,071 430~f Mu': Upward = 417 213 ft-# Mu' : Downward = 181 576 ft-# Mu: Design 237 OK 363 ft-# phiMn = 26,913 2,500ft-# Actual 1-Way Shear = 5.57 2.66 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = #8@12.00in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in. #10@ 58.79 in Heel: phiMn = phi*5*Iambda*sqrt(fc)*Sm Key: No key defined Min footing,&·s reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in 0.65 iri2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Cantilevered. Retaining Wall "-cic#: KW-06016684, Build:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Code Reference: Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 2.00 ft Wall height above soil 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0 ft Surcharge Loa~s -~--- surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for p-assive pressure = 200.0 psf/ft 110.00 pcf = 110.00 pcf 0.400 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ... Height to To~ = 0.00 ft ... Height to Bottom 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 20.0 psf (Strength Level) Printed· 6 FEB 2024. 10·08AM . -. -, t:>roject. File: rlollfbaugh.e<:6 i • I (c) ENERCALC INC 1983-2023 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall 0.0 ft Poisson's Ratio ; 0.300 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com I Cantilevered Retaining Wall LIC#: KW-06016684, Build:20.23.08.30 ---- Project Title: Engineer: Project ID: Proiect Descr: PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Stem Construction Bottom Stem OK Design Height Above Ftt ft= 0.00 Wall Stablllty Ratios Wall Material Above "Ht" = Masonry Overturning 2.95 OK Design Method = ASD Slab Resists All Sliding ! Thickness = 8.00 Global Stability = 1.21 Rebar Size = # 4 Rebar Spacing = 24.00 Total Bearing Load = 1,134 lbs Rebar Placed at = Center ... resultant ecc. = 0.20 in Design Data ------ Eccentricity within middle third fb/FB + fa/Fa = 0.592 Soil Pressure @ Toe 510 psf OK Total Force@ Section Soil Pressure @ Heel 465 psf OK Service Level lbs= 170.0 Allowable = 1,500 psf Strength Level lbs= Soil Pressure Less Than Allowable Moment .... Actual ACI Factored@ Toe 715 psf Service Level ft-#= 343.3 ACI Factored@ Heel = 651 psf Strength Level ft-#= Footing Shear@ Toe = 5.3 psi OK Moment. ... .Allowable 579.7 Footing Shear@ Heel = 1.0 psi OK Allowable = 75.0 psi Shear ..... Actual Service Level psi= 1.9 Sliding Cales Strength Level psi= Lateral Sliding Force 307.5 lbs Shear ..... Allowable psi= 45.5 Anet (Masonry) in2 = 91.50 Wall Weight psf= 84.0 Rebar Depth 'd' in= 3.81 Masonry Data Vertical component of active lateral soil pressure IS fm psi= 1,500 considered in the calculation of soil bearing pressures. Fs psi= 20,000 Solid Grouting Yes Load Factors -Modular Ratio 'n' 21 .48 Building Code Equiv. Solid Thick. in = 7.63 Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= Seismic, E 1.000 Fy psi= SD \ 1/ Pnnted. 6 FEB 2024. 10 08AM Project File: Rohrt>augh.ec:6 • 1 ___J (c) ENERCALC INC 19~-2023 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com !cantilevered Retaining Wall 7:fC#: i<W-0601&684, Build:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: Printed. 6 FEB 2024, 1o·0BAM Project File: Rohrt>augh..ec:6 . I Pccac=s=o~E~ng'""'ln_e_e~rin-g----'------·~---~ (c) ENERCALC INC 1983-2023 DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Footing Data Toe Width Heel Width Total Footing Width Footing Thickness 1.50 ft = 0.67 = --2.17- 12.00 in Key Width = 0.00 in Key Depth = O 00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure = Toi 715 787 433 Mu': Upward Mu' : Downward Mu: Design phiMn Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing 354 OK 10,125 = 5.28 = 75.00 = #4@ 9.00 in Heel 651 psf 0 ft-# 0 ft-# 0 ft-# OK -Flush 1.03 psi 40.00 psi OK Heel Reinforcing Key Reinforcing Footing Torsion, Tu = Flush heel condition. No reinforcing required. = None Spec'd = Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 In, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.56 in2 0.26 ln2 ,ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in l STORM WATER COMPLIANCE FORM i TIER 1 CONSTRUCTION SWPPP CB 1 E-29 SW _ -__ ' STORM WATER POLLUTION PREVENTION NOTES BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE F,O>lon ConI1ol Se<!i,nenl Control BM?s T,a.,"'9 Non-Slolm Wate, Wasle Manage,ne,~ and Mo!erials 1. ALL NECESSARY EQUIPMENT AND MA lERIALS SHALL BE BMPs Cootrol BMPs Managemeo! BMPs Poll<Jlion Control BMPs AVAllABLf ON SIT£ TO rAC!llTATf RAPID INSTAI LATION Of EROSION ANO SEDIMENT CONTROL BMPs WHEN RAIN ..., -~ -~ _g ;; ..., c 1s EMINENT. "' g g -g 5 .r -~ e § e ~ o E .., .5 .!:) :z -o ~ .9-4.1 o cu 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION . "' .,, i ~ o. .; .r .t £ ~ ~ l'! 11 g ' & t g 5 1l ~ CONTROL DE',1C(3 TO \'iORKING ORDER TO THE SATISFACTION Best MJnagemcnl Practice' ~ l ., l1 :r! f;. m t ~ .!e 3 ::! c'.l ~ .! ..., i ~ 0 'g ., c 3' c i-t n&" TUC' r-nv ·· t ,H ,rrrQ ~ ArM 0111.1 .. nrr --tBMP\ Descriotion ~ ~ 0 ! (/) ·s .., _ 5 "' g ~ g' m ~ c b ~ ~ ~ ... ~ , i s. o =» ::1 ~ -;; ~ vi ~ i ! RAINrALL x --a-.... .ti cu -cz:: -!;: o --~ V, -~ o .... -~ :;; ~ o c .2 cu .2 a. .... o 3: ~ -o ~ -;; il • ~ "& .c..~ ~ u. .e ~ t l °t ~ ~ E .! '.n ~ = t ~ 1, .f E -8 ~ -~ t e t .:,1. ~.:: :2 8' d 8' b 8' 1 1 TH[ owNERJcoNTRAcToR SHALL INSTALL ADDITloNAL ERos,oN £ ~ §~ ~ ~ ;,i o ~ ~ ~~ ~ ~£ ;;;~ ~i H :r.l. i ~o H ~ ~ ~s ~j H s~ , CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ; INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR CASOA Deslgnallon ➔ ', 'f 'f 1 1 7 1 ";' 'f ', 'f ~ 1 ';' 1 7 ', 'f , ';' 7 1 ";' 'f 'f i UNFORESEEN CIRCUMSTANCES l'IHICH MAY ARIS£. Cor~!ruellOl1Aw;ity i;J ~ i;J i;J IX IX IX IX t,l li! IX IX l?f l?f ~ ~ ~ ~ i i i i i i i 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE K Grodinq/So~ Oislurbonce x AT TH~ £ND Of £.~CH WORK!flC DAY l'IHEN THE FIVE (5) ,c-TrcnchinoLExcovolion Y , DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT iv Slockoiino x '!il' .,..,. i..r--....._ ( 407.). SILT AND OTHER DEBRIS SHALL BE REMOVED ArTER Ml""' "'or""' • ->- EACH RAINFALL. Concrele/Asoholl So•cullino 1 '--i;;;r,C;-Con,..-c'-=-re°"t~• "fl;:'0;,-tw:-:-or:.:k~~-~--;---;-t---1-t---t--;..,..,.r11-t---t--t--;---t--t---1---t--;---t--;---+-t--+-+--t--t-t----lf--t--t--+-i I 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM i,<.>t-.,Po-vi-:-n-0 ---------t--i--+--t--+--t-i--'t--t--+--t--i--+--t--+--t--t-+--1c--+--t--+--t--t--+-1>--+--t--+--1---; AGGREGA ll. c Conduil/Pioo lnslollolion r.j~'-'-'--r.-:'~";;;':':;='~------1:--t-t---t----1-i---1o-i---t--t----t---t---t--t--t----t--t--t---t----t-t---t----t---t--t---+---t--t---+--+----l : 6. ADEQUATE EROSION AND SEDIM[NT CONTROL AND PERIMETER f<,c>t-"cSt:.::u.:.:cc:.:,ofM~-•or.:..:t.;::or,...W"'orlc;;_:;_ ____ +--+-+--+--t--t-l"'><-.--+---l-t-+--t-+----l-t--t--+-+--+--+-+--l--+-l-+--+--+----11--+--+---l , PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST lrl-;:Wc'os":le'-=iDli"'so"'os'ao:'-1 -,--------t-t-+----11-t-+--+-+---t.._,,..+.:,+--t--t-,;;:;;,oic-t--t--+-+--+--+--+--t--l.::::,---:;;;l--k--::r-+----lf--+--+--l ' BE INSTALLED AND MAINTAINED. 'lo Stoolnnll ov Down Arco ,,._ X... ,........._ ~ ~ Eauiomenl JAainlenance and Fuclina 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORJT'l' TO ALTER l-l-'iH""ozo=oc.:rdou=•c...Su=b""slc=on"-'c"'e-'U"-se"',/~IS"-'lor"-'o=ae-+--+-l----+-+-+--+-t-+-+--+--+--+--+--+--+--+--+--+--+--+--+--+--+---+-1---t--+---1---+-~ THIS PLAN DURING OR BffORE CONSTRUCTION AS NEEDED Dewolerirlo TO ENSURE COMPLIANCE \lllli CITY STORM WATER QUALIT'l' l-l-=s"";1e=A'-cc-e~,,-A-:-c-,o-,-, -=D,-irl:----t--t--+--t--+-t-+--t--t---t-+---tl-+--t--t--+---t-+---tl--+~1--t-+----11--t--+--t--+--+---t----l REGULATIONS. .._.-"0-"lh""e'-r~ (:rc:.isl,.l\:~------~~-'--~-'-__._~~-'-...._~ _ __._~-~~-~---'-~---'----'--'---__._~---'--~-'--~-~-~---'--' Instructions: I. Check the bo, to the left of oil oppticobfe conslruclion octivily (firs! column) «peeled to occur during conslruclion. 2. Localed along the top of the BMP Tobie is o list of 81,lP', wilh it's corresponding Cotifornio Sto,mwoler Quality Assoclolion (CASQA) designation number. Choose one or more BMPs )OU intend lo use d<Jring conslruclion from the lisl. Check lhe bo• •he<e lhe chosen oclivily row inle,secls .-ilh the BMP column. • 3. Refer lo the CASQA conslruclion honabook Jar inlormolion ond deloils ol lhc chooen BMPs ond how lo apply them to lhe project , OWNER'S CERTIFICATE: I UNOERSlANO ANO ACKNO\\l[DCE THAT I MUST: (1) II.IPlEMENl r arsr MAt1AcE11rn1 PRAcncrs (BMPS) oumNc co:ismucnoN • -PROJECT INFORMATION I ACTIVITIES TO lH( MAXIMUM EXT£NT PRACTICABL( TO AVOID . µ/).. -;f_ I THE MOBILl2A 110N or POLLUTANTS SUCH AS SEDIMENT AND TO SHOW T/4E LOCATIONS OF ALL CHOSEN Bl.'P ABOVE Site Address: 7);;o, J Cl C , AVOoll !Ht. ExPOSUR< Of SiORM WAIER fO CON~lkUCTION • " S -?/I" , 1,q;-0i>-0 : R£lA!£0 POt.W!ANlS; ANO (2) ~OHtt<E 10, A.'fD Al m 111,1ls, ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. Ass••S-Of'• Poree! Numbc<: <--I?. "'I 0 • COMPLY VlllH IHIS CIIY APPROV[O !Ill< 1 CONSIRUCIION swt'l'I' . SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE - ; -lHROUCHOUT Tri£ DURATION or THE CONSiRUCTION ACllvtllES EROSION GONTRO(PLAN Emergency Cooloc~iJ;, , 1 a. .• / i UN1ll lH[ CONSTRUCllON WORK IS COMPLETE AND. APPROV[D ----------------------• Nome: /-/Pk:fJI\ ~ ,,,;t. Bf't«~ •• ! BY 1Hf CITY Of CARLSBAll -. _ / 1 110 ,._,.. "" i1 ~ ~...... ~ -BMP's are subject to field Inspection-21 Hour Ph;ne: 7(-0 Ryt, 1,s, : omi s71·'[R s AC;~~ 'AM[ (PRINT) , «NI' COllstrucllO/l Threol lo Slorm Vloler Ooolily l , c---=-,,=--(Check Bo,) OVINER(S)/OMl[R s A\lt.N I NAIi[ (S1CNA TUR[) DA TE □ M[OIIJM M LOW : E-29 • Poge 1 of 1 REV 02/16 I ,y' -----.. ~./'----:-:<:,.,,., ;,,-.,...-;:. ,,.,,., •. ,,;.::.:c- 1 1/~:-(' •• .. -\ /;,) ' / \ ,\'·' ·, .. \ \ \~ \ \ ' '· r· \ ! :'.:'"' .-' ,-<) ~-~ ~-,c; \ Gu,lb..t .,. , ~~ \ t , t.vTiitt ~ \_l-t > \c:J \~i;~ ~-, / y ~ 3: \ ~'<:>, \ ':;--' i;! 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' • 'STAl//ll,R() ORAY,7!•/US {Sf 5 IVll-5 ere) CAN 8[ FOUHO ~r 7/if ' \ • . , • '-,,, , , '-, , rALJFQRfl!t. SWHWY4f[f{. av.Au.TY .~SOCJA!JON (:C'\SQA) ~Y[BSI!:. . .., ~ \ '\.. • • \ ~, . " •• '\ . hUp://N'1lf.COtJ11,pl1u11dbo-vJ:scon1/· • \"--\\, ,,,,, '"'-. ,.,\ QUAN'l'I'!\' ---------------1------·----------------------·------·---- ( City of Carlsbad DETERMINATI ON OF PROJECT'S SVVPPP Tl ~R LEVEL AND CONSTRUCTION THREAT LEVEL E-:J2 Developm ent Services Land Dev1?lopment Engineering 1635 Faraday AVfmue 442-339-2750 www .carlsbadca.gov I'm applying for: □ Grading Permit Project Name: r_,Mfk A f)l ~1,1n11.) Address: ?J")r,1 r·.i "• A n .:r ,i:la Building Permit □ Right-of-way permit □ Other Project ID: ----DWG #/CB# f2=-2.0 :r:::s-3402.- APN Z.lw • 441 ·-v"l-DQ Disturbed Area: () l' 07--=z__Ac r---Section : Determination of Project's SWPPP Tier Level • ~~k applicable criteria an~ circle the corresponding SWPPP Tier Level, then ao to section 2) SWPPP Tier Level Exemot -No Threat Proiect Ass, ssment Criteria My project is in a category of peI tnit types exempt from City Construction SWPPP requirements. Proyided no significant grading propose~. pursuant to Table1. section 3.2.2 of Storm Water Standards, the following perm its .. a~e. exempt froI h. ~WPPP .. reouireme~ts: ................................... -r-.................................................................................. 1 \ ► Electrical ) >-Patio ) ► Mobile Home ) ► Plumbing I ► Spa (Factory-Made) ( .......................................... ,_., •••••••• ··································-·· •••••• : ..................................................... : ........................................... & ................................................................. -·-···· .. •• ......... : Exempt ! ► Fire Sprinkler : >-Mechanic, I l ► Re-Roofing ! ► Sign ! ► Roof-Mounted Solar Array l : ................................ , ..... __ : ................................... , ...... : ........................... __ • t ........................................... = ............................................................. _ ···········--_,;, ___ l--_,_, __ -11 Tier 3-Sianificant Threat Assess h1ent Criteria -(See Construction General Permit (CGP) Section 1.B)* D My project includes construe on or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or. D My project includes construe on activity that results in land disturbance of less than one acre bµt the construction activity is part 01 a larger common plan of development or the sale of one or more acres of disturbed land surface or, D My Project is associated witt construction activity related to residential, commercial, or lndustrial 1•• development on lands currer ~ly used for agriculture; or D My project is associated w th construction activity associated with Linear Undergro~nd/overhead Projects (LUP) including but hot limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, ..,onnectors, switching, regulating and transforming equipment and associated ancillary facilities and include but not limited to underground utility mark out, pothollng, concrete and asphalt cutting 3nd mmoval, trenching, excavation, boring and drilling, access road, tower footings/foundation, pa i1ement repair or replacement, stockpile/borrow locations. Tier 3 D Other per CGP 1----------==,=======t=====-'-=====-=============----··------+----------11 Tier 2-Moderate Threat Assessr 1ent Criteria: My project does not meet any of the Significant Threat Assessment Criteria described a )ove and meets one or more of the following criteria: D i=>roject requires a grading pl n pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); o, D I=>roject will result in 2,500 sq 11are feet or more of soils disturbance including any associated 1, construction staging, stockpil ng, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: M located within 200 feet of ah environmentally sensitive area or the Pacific Ocean; and/or, 0 disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or· u disturbed area is located a bng or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or • construction will be initiate< during the ra iny season or will extend into the rainy sea.son (Oct. 1 through Apr. 30). Tier 1-Low Threat Assessment riteria JD My project does not meet an of the Significant or Moderate Threat criteria above. is not an exempt permit type per above and the project meets one or more of the following criteria: .. results in some soil clisturt ance; and/or ,, includes outdoor construe on activities (such as roof framing, saw cutting, equipment washing, material stockpil ng, vehic ~ fuelinq, waste stockpiling) Tier2 Tier 1 • ltams listed are excerpt from CGI . CGP governs criteria for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any ame~dments, revisions and n:iissuance thereof. E·32 Page ·1 of 2 Rev. 04/22 I . : . . : ---SWPPP Section: : Determination of Project's Construction Threat Level ' Tier (Check applicable riteria under the Tier Level as determined in section 1, circle Construction Level the corresI onding Construction Threat Level, then complete the Threat Level signature block below) Exempt -Not Applicable -Exempt Tier 3 -Hiah Constru tion Threat Assessment Criteria: Mv Proiect meets one or more of the following: □ Project site is 50 ~ "res or more and grading will occur during the rainy season □ Project site is loca ed within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 20 feet of an environmEmtally sensitive area (ESA) or discharges directly to an ESA High D Soil at site is modi rately to highly erosive (defined as having a predomina~ce of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) • D Site slope is 5 to 1 or steeper □ Construction is ini1 ated during the rainy seiason or will extend into the rainy season (Oct. .. 1 -April 30). I □ Owner/contractor eceived a Storm Water Notice of Violation within past two years I Tier 3 -Medium Con: truction Threat Assessment Criteria , Medium 0 All projects not me eting Tier 3 High Construction Threat Assessment Criteria Tier 2 -Hiah Constri -tion Threat Assessment Criteria: Mv Proiect meets one or more of the following: □ Project is located , 'ithin the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of i n environmentally sensitive area (ESA) or discharges directly to an ESA D Soil at site is modE rately to highly erosive (defined as having a predominance of soils High with USOA-NRCS Erosion factors kt greater than or equal to 0.4) Tier2 □ Site slope is 5 to 1 or steeper ' D Construction is init ated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). ~ D Owner/contractor eceived a Storm Water Notice of Violation within past two years ' □ Site results in 1 0,C )0 sq. ft. or more of soil disturbance Tier 2 -Medium Con: truction Threat Assessment Criteria Medium □ My project does nc t meet Tier 2 High Threat Assessment Criteria listed above -,,.- Tier 1 -Medium Con: truction Threat Assessment Criteria: Mv Proiect meets one or more of the following: D Owner/contractor eceived a Storm Water Notice of Violation within past two years Medium 1, li!l Site results in 500 ~q. ft. or more of soil disturbance Tier 1 □ Construction will b initiated during the rainy season or will extend into the rainy season (Oct.1-April 30) --Tier 1 -Low Construe ion Threat Assessment Criteria Low □ My project does n, t meet Tier 1 Medium Threat Assessment Criteria listed. above I certify to the best of my knowledge that tne bove statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPP Manual. I understand and acknowledge that I must adhere to and cofTlply with the s;orm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. The City Engineer/Building Official may autho ·ze minor variances from the Construction Threa1 Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is 11 rranted. -Owner/Owner's Authonzed Agent Name: nue: City Concurrence: Yes No Ad.AVVl £0~"\rba .. : Mh 0 lA) Y\e..Y-. (For City Use O~ly) "·"'T·rz: ., .. .,. Date: By: 3 -,;2,14 --Z. f Date: Project ID: E-32 Page 2 of 2 Rev. 04/22 ' --.. ----. -·~ -----·--· .,. -·----· ,, (._ City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 De velopment Services Building Division 1635 Faraday Avenue 442-339-2719 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 (CMG) can be referenced during completion of this document. 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 The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements 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 GB 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. Tt-\e project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. ~-====================~~========~a-:--===="""'"""""'"""""=-] Application lnfonnatlon Project Name/Building Permit No.: Rohrbaugh Residence BP No.: Date: 7 /6/23 Property Address/APN: 2001 Cima Ct., Carlsbad, CA 92008/ 216-491-08-00 Applicant Name/Co.: Adam Rohrbaugh ApplicantAddress: 2001 Cima Ct. , Carlsbad, CA 92008 Contact Phone: 760. 840. 7151 Contact Email: Adam@A7arch.com Contact information of person completing this checklist (if different than above): Name: Karrie Valenti Contact Phone: 760.330.0184 Company name/address: A7 Group Contact Email: Kclrrie@A7arch.com 8-50 Page 1 of 7 Revised 12/22 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. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current ·'ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown _1_6_1_, 7_2_3_. 1_0 ______ _ Construction Type I Complete Section(s) I Notes: [i Residential □ New construction 2A', 3A',4A* *Includes detached, newly constructed ADU I!!! Additions and alterations: □ BPV < $60,000 N/A All residential additions and alterations Iii BPV :?: $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are □ BPV :?: $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 2B* *Multi-family dwellings only where :?:$1,000,000 BPV AND BPV ~ $1,000,000 affecting ;,: 75% existing floor area 0 Nonresidential and hotels/motels □ New construction 1 B, 2B, 3B, 4B and 5 □ Alterations: □ BPV ~ $200,000 or additions;,: 1B, 5 1,000 square feet □ BPV :?: $1,000,000 1B, 2B, 5 Building alterations of:?: 75% existing gross floor area :?: 2,000 sq. ft. new roof addition 2B,5 1B also applies if BPV:?: $200,000 Instructions: 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residen tial and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The • indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. ..... The selections would be: Non-residential and Alteration BPV;,: $1 ,000,000 CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) 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. 3 - CAP Ordinance Compliance Checklist Item 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 Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. [j] Residential addition or alteration 2! $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMG 18.30.060. □ NIA _________ _ □ Exception: Home energy score ~ 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Attic insulation D Duct sealinq D Attic insulation □Cool roof II 1978 and later Select one option: II Lighting package D Waterheatina packaae □ Between1978 -1991 Select one option: D Duct sealino D Attic insulation □ Cool roof □ 1992 and later Select one option: D Liqhtinq packaoe D Water-heatino oackaqe B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations~ $200,000 building permit valuation. See Section 18.21.050 of the CMG and CALGreen Appendix AS. At least one measure from each applicable building component required. D N/A -------- AS.2O3.1.1 Choose one: □ Outdoor lighting □ Restaurant service water heating (Section 140.5 of the CEC) □ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery AS.2O3.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D . 90 Energy budget (Pro1ects with indoor lighting AND mechanical) AS.211 .1 ** D On-site renewable energy· AS.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) AS.212.1 □ Elevators and escalators:(Pro1ect with more than one elevator or two escalators) AS. 213.1 □ Steel framing· (Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stones. 0 NIA ________ _ 0 NIA ________ _ 0 NIA 0 NIA 0 NIA 0 NIA. ________ _ ** For alterat1ons2: $1,000.000BPV and affecting> 75%existing gross floor area. OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 2. Photovoltaic Systems A 0 Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA or SARA #d.u. Calculated kWdc* Exception sheets if necessary) D SEE SH. A1 .2 FOR CAP 0 LIGHTING PKG/ EFFICACY D MEASURES D Total System Size: kWdc kWdc = {CFAx.572) / 1,000 + (1.15 x #d.u.) 'Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size. please explain. B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: {Gross floor area or Time-Dependent Valuation method) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 1 O,OOOs.f. Enter: 5 kWdc D If 2: 1 O,OOOs.f. calculate: 15 kWdc x (GFN10,000) •• **Round building size factor to nearest tenth, and round system size to nearest whole number. D Time-Dependent Valuation Method C □ Annual TDV Energy use:*** ______ x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. • All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section 140.10{a) to have a PV system shall also have a battery storage system meeting CEC section 140.10{b). Non residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10{a) and/or 170.2{g). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMG and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: D Required: 60% of energy needed for service water heating from on-site solar or recovered energy For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. 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 Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recover OR: D System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from on-site solar or recovered energy. □ Exception: ____________________________________ _ 8. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermal D Photovoltaics D Recovered energy D Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: □ Required· High-capacity service water heating system (meeting Section 170.2(d) of the CEC) D Required Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A D Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: I!!! One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) □ New detached ADU. (no EV space required when no additional parking facilities are added) □ New one and two-family residential dwellings and townhouse with attached private garage. □ One EV Ready parking space required □ Exception: __________ _ □ New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Total Parl<ing Spaces Proposed EVSE Spaces EV Capable {10% of total) I EV Reoov (25% of Total) I EV chargers (5% of Total) I I *Major alterations are: (1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation .::$60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings (three units or more without attached garages), alterations have ab uilding permit valuation <! $200,000, i nteriorfinishes a re removed and significant site work and u pg rad es to structural and mechanical, electrical, and/or plumbing systems are proposed. B. 0 Non-Residential -New construction D Exception : ____________ _ Please refer to Section 18.21 040 of the CMC when completing this section Total Par1<ing Spaces Proposed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) J EV Space (optional) I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS (Installed with EVSE) □ 0-9 1 1 D 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 □ 101-150 25 6 □ 151-200 35 9 D 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= 20xTotal parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE other may be ·'EV Ready" or "EV Space" 7 (_ City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602 ·2 719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: [j]YES □ NO Complies with CMC 18.30.060 or 18.21.050 [2]Yes ON/A Existing Structure, year built: _1_97_s ___ _ Prepared Energy Audit? [Z:}es D No Energy Score: SEE SH. G1 0 & G11 Efficiency Measures included in scope: SEE SH A1 2 FOR CAP LIGHTING PKG/ EFFICACY MEASURES 2. PHOTOVOLTAICSYSTEMAPPLICABLE: □YES [i]No 3. 4. 5. Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 D Yes D IA Size of PV system (kWdc): Sizing PV by load calculations If by Load Calculations: D Yes 0No Total calculated electrical load: 80% of load: Exception Requested Exception Approved a Yes 0No Yes ONo ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □YES [j]NO Complies with CMC sections 18.30.020 O Yes □N/A 18.20.030 and/or 18.30.050? Alternative Source: Electric Passive Solar D Yes □No Exception Requested Exception Approved □Yes □No ELECTRIC VEHICLE (EVj CHARGING APPLICABLE: DYES [ijNO Complies section with CMC 18.21.030? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved D Yes O N/A D Yes 0No Required Provided ---nYes OYes 0No □No TRAFFIC DEMAND MANAGEMENT APPLICABLE: □ YES [Z]No DYes O No □Yes □No Compliant? TOM Report on file w,th city? Building Permit Finaled Revision Permit Print Date: 07/07/2025 Job Address: 2001 CIMA CT, CARLSBAD, CA 92009-8501 Permit No: Status: (cityof Carlsbad PREV2024-0118 Closed -Finaled Permit Type: BLDG-Permit Revision 2164910800 Work Class: Resident ial Permit Revision Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: $0.00 Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: CBR2023-3402 Plan Check #: Applied: 06/10/2024 Issued: 09/05/2024 Finaled Close Out: 07/07/2025 Final Inspection: INSPECTOR: Description: ROHRBAUGH: 299 SF BAR/PANTRY ADDITION// 360 SF MASTER BEDROOM/EXT STORAGE ADDITION// 231 SF FRONT BEDROOM ADDITION (890 LIV SF ADDED TOTAL) Applicant: ADAM ROHRBAUGH 628 SANTA FE DR ENCINITAS, CA 92024-4641 (760) 840-7151 FEE BUILDING PLAN CHECK REVISION ADMIN FEE THIRD PARTY REVIEW -Consultant Cost (BLDG) Property Owner: ROHRBAUGH FAMILY 2001 CIMA CT CARLSBAD, CA 92009-8501 Total Fees: $1,295.00 Total Payments To Date: Building Division $1,295.00 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $35.00 $1,260.00 $0.00 Page 1 of 1 ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov _ /byCityStafll p -cv 2J} lA _ 011g Original Plan Check Number CBR2023 3402 Plan Revision Number Rx, /r1 ProjectAddress 2001 Cima Court, Carlsbad, CA. 92009 General scope of Revision/Deferred Submittal: Main residence additions; Master bathroom and storage addition. Bedroom addition at front. CONTACT INFORMATION: Name Adam Rohrbaugh Phone (760)840-7151 Fax,__ _______ _ Address 2001 Cima Court City Carlsbad Zip 92009 Email Address info@a7arch.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: [j] Plans [j] Calculations D Soils D Energy D Other 2. Describe revisions in detail Master bathroom and ext. storage addition Front bedroom addition 4. Does this revision, in any way, alter the exterior of the project? 5. Does this revision add ANY new floor area/s)? 6. Does this revision affect any fi re related issues? 7. 3. List pagef s) where each revision is shown 3'<"J <,F A1 .5-A1 .8 ~2....Si=-A1 .9-A1.11 ~Yes ONo ~Yes ONo O Yes ~No ~Yes ONo Date G/m/mz_L/ 1635 Faraday Avenue, rlsbad, CA 92008 fb: 760-602-27 I 9 EM: 760-602-8558 Email: burldrng@carlsbadca.gov www.carlsbadca.gov Transmittal Letter August 26, 2024 City of Carlsbad Community Development Department -Building Division I 635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revised Residential Addition Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam Rohrbaugh Applicant Email: info@a7arch.com True North COMPLIANCE SeiRVICES THIRD REVIEW City Permit No: PREV2024-0 I I 8 True North No.: 24-018-524 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached li st. I. 2. 3. Drawings: Electronic copy dated June 29, 2024, by A 7 Group fnc. Structural Calculations: Electronic copy dated February 24, 2024, by Paul Christenson. Geotechnical Report: Electronic copy dated July 22, 2024, by Petra GeoScience. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: The project's valuation was not included with the plans. The revision project areas noted on the permit application noted on the cover sheet do not match the areas shown on the plans. This comment will remain for the city to verify the permit application on final review. This project is hourly. Please charge the applicant the following hours of plan review. Review# Hours Rate Total l 4 $120.00 $480.00 2 4.5 $120.00 $540.00 Our comments follow on the attached list. Please call if you have any questions or if we can be of fwther assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Revised Residential Addition (2001 Cima Ct. August 26, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0l l 8 True North No.: 24-018-524 Page 2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NI A Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): Addition: 360 sq-ft. Front Addition: 218 sq. ft. Bar and Pantry: 290 sq-ft. (Patio Cover: 430 sq-ft. is shown on the approved site plans, but not on the scope of work on the cover sheet) PC2) **Please make the city's planning and building department aware of the proposed revisions made on this submittal, as not disclosing changes may negatively impact the plan review process. Revised Residential Addition (2001 Cima Ct. August 26, 2024 ARCIDTECTURAL COMMENTS: City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0118 True North No.: 24-018-524 Page3 A 7. PC2) Plan sheet A2.0. Provide a legend descriptor for keynote 1 a, as called out on the plans. a) Update note 1. CMU wan detail is now detail 3/Sl. PC3) Comment was not addressed on the plans. review and revise not keynote legend. KE:Y:N CITE 5 1 jN)CM~~ ~1 A!NING W~' WI $11 JCCO IIE.N£1::R. SEE SlR. Oi,TI\II. ~ ,~, I .. I .. 2 HOTUSJ:1'11 •-•-•-•-•-• ) 3 (I!) POOL l!OIJIP. MECHANICAL COMMENTS: No comments ELECTRICAL COMMENTS: No comments PLUMBING COMMENTS: No comments GREEN BUILDING COMMENTS: No comments ENERGY COMPLIANCE COMMENTS: No comments STRUCTURAL COMMENTS: Structural Calculations: Sl. Verify CMU retaining wall on detail 3/Sl and calculations. PC3) plan sheet Sl. Note the correct retaining wall reference on the shed's foundation plans. Revised Residential Addition (2001 Cima Ct. August 26, 2024 City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page4 A) Calculations for the retaining wall(s) were provided, but the toe reinforcement for the retaining wall was not implemented into the design. Actual 1-Way Shear = 5.57 Key Reinforcing Footing Torsion, Tu = Footing Allow. Torsion, phi Tu • 2.66 psi 40.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceed• allowable, provide •upplemental design for footing toraton. h Toe: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 in, #7@ 27.77 in, #8@ 36.! 46.29 in, #10@ 58.79 in ,r [)f ~ El ii s .... I Pl L, B) The retained height on the calculations does not reflect the was on the plans. review and revise wall calculations as necessary Cod& R&f&rence: Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Wall helght above soil = Slope Behind Wall " Height of Soll over Toe = 2.oottl 5.00ft 0.00 5.00 In Soll Data Allow Soil Bearir Equivalent Fluid Active Heel Pre1 Revised Residential Addition (2001 Cima Ct. August 26, 2024 16 a u· -+-;,K.).,fl VERT. ,.,, av,· 11,,RIZ. City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page5 Tfyou have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. IENDI Transmittal Letter August 26, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carl sbad, CA 92008 Plan Review: Revised Residential Addition Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam Rohrbaugh Applicant Email: info@a7arch.com True North COMPLIANCE SE'RVI CES THIRD REVIEW City Permit No: PREV2024-01 I 8 True North No.: 24-018-524 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. Drawings: Electronic copy dated June 29, 2024, by A 7 Group Inc. 2. Structural Calculations: Electronic copy dated February 24, 2024, by Paul Christenson. 3. Geotechnical Report: Electronic copy dated July 22, 2024, by Petra GeoScience. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: The project's valuation was not included with the plans. The revision project areas noted on the permit application noted on the cover sheet do not match the areas shown on the plans. This comment will remain for the city to verify the permit application on final review. This project is hourly. Please charge the applicant the following hours of plan review. Review# Hours Rate Total 1 4 $120.00 $480.00 2 4.5 $120.00 $540.00 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Revised Residential Addition (2001 Cima Ct. August 26, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0118 True North No.: 24-018-524 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: Tf this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORM A TJON: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NI A Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): Addition: 360 sq-ft. Front Addition: 218 sq. ft. Bar and Pantry: 290 sq-ft. (Patio Cover: 430 sq-ft. is shown on the approved site plans, but not on the scope of work on the cover sheet) PC2) **Please make the city's planning and building department aware of the proposed revisions made on this submittal, as not disclosing changes may negatively impact the plan review process. Revised Residential Addition (2001 Cima Ct. August 26, 2024 ARCIDTECTURAL COMMENTS: City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0118 True North No.: 24-018-524 Page3 A 7. PC2) Plan sheet A2.0. Provide a legend descriptor for keynote la, as called out on the plans. a) Update note 1. CMU wall detail is now detail 3/Sl. PC3) Comment was not addressed on the plans. review and revise not keynote legend. KEYNOTES ~ 1 (N)CMIJ; lr.fAINING w••' WI$,, fCCO 1/ENfd:A • $1:1: Slit oe:rio.11. ~ 1,.,.,,. I " -'lOTUSl'IW .,c .2 •-•-•-•-• •-I 3 (E) POOL l:OUIP. MECHANICAL COMMENTS: No comments ELECTRICAL COMMENTS: No comments PLUMBING COMMENTS: No comments GREEN BUILDING COMMENTS: No comments ENERGY COMPLIANCE COMMENTS: No comments STRUCTURAL COMMENTS: Structural Calculations: SL Verify CMU retaining wall on detail 3/S1 and calculations. PC3) plan sheet SL Note the correct retaining wall reference on the shed's foundation plans. Revised Residential Addition (2001 Cima Ct. August 26, 2024 City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page4 A) Calculations for the retaining wall(s) were provided, but the toe reinforcement for the retaining wall was not implemented into the design. ,......... --,-·- Actual 1-Way Shear = 5.57 Key Reinlo1cin9 Footing Torsion, Tu = Footing Allow. Torsion, phi Tu • If torsion exceeds allowable, provide 2.66 psi 40.00 pal 0.00 ft-lbs 0.00 ft-lbs supplemental design for footing torsion. I Toe: #4@ 9.25 in, #5@ 14.35 in, #6@20.37 In, #7@ 27.77 in, #8@ 36.! 46.29 in, #10@ 58.79 in 4" Df a El IZ s ... /I- P! L., B) The retained height on the calculations does not reflect the was on the plans. review and revise wall calculations as necessary Code Referenc~ Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria !Retained Height Wall he;ght above soil = Slope Behind Wall Height or Soil over Toe 2.00,d 5.00 ft 0.00 5.00 In Soll Data Allow Soil Bearir Equivalent Fluid Active Heel Prei Revised Residential Addition (2001 Cima Ct. August 26, 2024 City of Carlsbad-THIRD REVIEW City Permit No.: PREV2024-0l 18 Tme North No.: 24-018-524 Page5 If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter August 12, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revised Residential Addition Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam Rohrbaugh Applicant Email: info@a7arch.com True North COMPLIANCE SERVIC·ES SECOND REVIEW City Permit No: PREV2024-0118 True North No.: 24-018-524 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. I. 2. 3. Drawings: Electronic copy dated June 29, 2024, by A 7 Group fnc. Structural Calculations: Electronic copy dated February 24, 2024, by Paul Christenson. Geotechnical Report: Electronic copy dated July 22, 2024, by Petra GeoScience. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: The project's valuation was not included with the plans. The revision project areas noted on the permit application noted on the cover sheet do not match the areas shown on the plans. This comment will remain for the city to verify the permit application on final review. This project is hourly. Please charge the applicant the following hours of plan review. Review# Hours Rate Total l 4 $120.00 $480.00 2 4.5 $120.00 $540.00 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Revised Residential Addition (2001 Cima Ct. June 20, 2024 Review By: Richard Moreno -Plans Examiner City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page2 Plan Review Comments HARD COPY -RESUBMTTT AL INSTRUCTIONS: Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FTRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NI A Type of Construction: V-B Sprinklers: No Stories: I Area of Work (sq. ft.): Addition: 360 sq-ft. Front Addition: 218 sq. ft. Bar and Pantry: 290 sq-ft. (Patio Cover: 430 sq-ft. is shown on the approved site plans, but not on the scope of work on the cover sheet) Revised Residential Addition (2001 Cima Ct. June 20, 2024 ARCIDTECTURAL COMMENTS: General: City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0118 True North No.: 24-01 8-524 Page3 PC2) **Please make the city's planning and building department aware of the proposed revisions made on this submittal, as not disclosing changes may negatively impact the plan review process. PC2) The plans were revised on plan set TT. The following comments pertain to the new floor plans. A I. Plan sheet G-1. Please provide registered energy design sheets. -·-----~.£;)_ _,___ -..... -----·--------.. --- -J ,,. A2. Plan sheet A I . I . a) PC2) show sidelight, next to door A, will be safety glazing type, per R308. ROOM .o· • IN SF cp A3. Plan sheet A l.2. A4. PC2) Verify that the lighting plans for the bathroom by the kitchen is shown on the pans. LIGHTING l ········0 AS. Plan sheet A 1. 7. a) PC2) provide an exhaust fan in the Master bathroom water closet room. Revised Residential Addition (2001 Cima Ct. City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0118 True North No.: 24-018-524 Page4 June 20, 2024 .0 A6. Plan sheet A 1.2, A 1.7 and A 1.9. a) PC2) Show smoke alarms in bedrooms and near each sleeping area. i) Smoke alarms are required in every bedroom, area leading to these bedrooms and on every floor. CRC 314.3 ii) A carbon monoxide alarm is required in all areas leading into the bedroom and on every floor. CRC R315.3 iii) Smoke alarms are permitted to be located at least 10 feet from a permanently installed cooking appliance if the smoke alarm is an ionization smoke alarm with alarm silencing switch, or photoelectric smoke alarm in accordance with CRC R314.3.3 (4) Exception. A 7. PC2) Plan sheet A2.0. Provide a legend descriptor for keynote 1 a, as called out on the plans. a) Update note 1. CMU wall detail is now detail 3/Sl. 1 I (N) CMU RETAlt-flNG WALL W/ STUCCO VENEER-SEE STR. DETAIL 5/S1 I ., '"'' -,y,. i::011uc:n ~1-lc:n 1111111 1 A8. PC2) Plan sheet A3.0. If the masonry wall for the outdoor sitting area will be part of the permit application, please provide construction details. Revised Residential Addition (2001 Cima Ct. June 20, 2024 MECHANICAL COMMENTS: No comments ELECTRICAL COMMENTS: EI. See electrical comments in the architectural section. PLUMBING COMMENTS: No comments GREEN BUILDING COMMENTS: No comments ENERGY COMPLIANCE COMMENTS: Tl. PC2) Remove the watermarks from the energy calculations. City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page5 T2. PC2) coordinates the building orientation on the energy design with the plans. See site plans for building orientation. FAMILY ROOM a.o • ..,. I) CHANGI IN S, _, a) PC2) Also, verify that the glazing noted is correct. For example. Window 3 is facing the front of the residence, but on the calculations, is facing the right side of the building. Revised Residential Addition (2001 Cima Ct. June 20, 2024 wwttNtl Window I -l Wind .... ... . --~ . AddNotth R(dlt 0 .. ,_,. Addn«th R""' 0 W•R --.. . . (E) BEDROOM CLG: a·-o· I 1 < -... L [ [ • ~..z -- J 0.3 . . City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0 l 18 True North No.: 24-018-524 Page 6 T3. PC2) review and revise glazing areas noted on the energy calculations. The window schedule shows 2'2" xS windows, but the energy calculations show only 8SF glazing instead of 10.83 SF. Review all other glazing areas. STRUCTURAL COMMENTS: General: S 1. PC2) Plan sheet S1. a) Please coordinate the shed foundation with the architectural plans. b) Provide structural detail for shed footing. Detail 8/A4.0 is not sufficient. , ... • •. '\. ✓ r-==--, t;;~'.:! ', ~. , .. \., ,f,, .... v.,,,:,.> c) S2. PC2) Plan sheet S2, please address the following: a) Provide header for the exterior bathroom door. b) Coordinate the shed framing with the architectural drawings. Revised Residential Addition (2001 Cima Ct. June 20, 2024 S3. Plan sheet S3. CMU BLOCK RET. WALL City of Carlsbad-SECOND REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page 7 a) PC2) The architectural plans have been thoroughly revised. Please verify that the structural plans match the new floor plans. Structural Calculations: S4. PC2) Please note that Simpson Set-XP epoxy has been discontinued and replaced with Set-3G. Please update all calculation and plan notes on details and note pages accordingly. 5/t,• di a. AP. PER 5tR W/ti.. 6ati'. & f"P{Jf:f W/ !~-II< MIN. s• EM!) W/ __ _ I u e~ 1soe, -PCL r RE6<D 5tEAA. W/ti.. PER f'I.A,IS DQM:L I' 0 4e,• o.c. fRl;M TO (E)..l'ra. _ MJN. .A_:, EM>, & W/ ~ fiET'-IU"j OR~ N0 9"tl~~- (N)~ a,, -~ l'DN. F . . SS. PC2) Provide Calculations for RR-2. S6. PC2) Once coordinated, verify that the RR-3 on the shed match the rafter size on the calculations package. Roof Framing, {RR·3) Rafters 1 plece{s) 2 x 8 DF No.2 @ 16" OC S7. Verify CMU retaining wall on detail 3/Sl and calculations. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] Transmittal Letter June 20, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Revised Residential Addition Address: 2001 Cima Ct, Carlsbad CA Applicant Name: Adam Rohrbaugh Applicant Email: info@a7arch.com True North '/. COMPLIANCE SERVICES FIRST REVIEW City Permit No: PREV2024-0l 18 True North No.: 24-018-524 True North Compliance Services, Inc. has completed the review of the following documents for the project referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list. 1. Drawings: Electronic copy dated June 6, 2024, by A 7 Group Inc. 2. Structural Calculations: Electronic copy dated February 24, 2024, by Paul Christenson. Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of work on the permit application. See below for information if the scope of work on plans differs from the permit application: Valuation: Scope of Work: Floor Area: See Notes Below See Notes Below See Notes Below Notes: The project's valuation was not included with the plans. the revision project areas noted on the permit application noted on the cover sheet does not match the areas shown on the plans. This comment will remain for the city to verify the permit application on final review. This project is hourly. Please charge the applicant the following hours of plan review. I Rate $120.00 I Total 480 Our comments follow on the attached list. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Richard Moreno -Plans Examiner True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, San Diego, CA 92111 T / 562. 733.8030 Revised Residential Addition (2001 Cima Ct_ June 20, 2024 Plan Review Comments HARD COPY -RESUBMITT AL INSTRUCTIONS: City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page2 Please do not resubmit plans until all departments have completed their reviews. For status, please contact building@carlsbadca.gov Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be submitted as follows: Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-2719. The city will route the plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued review. Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions for resubmittal review. The city will not route plans back to Dennis Grubb & Associates for continued Fire Prevention review. GENERAL INFORMATION: A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California). B. There may be other comments generated by the Building Division and/or other City departments that will also require your attention and response. This attached list of comments, then, is only a portion of the plan review. Contact the City for other items. C. Respond in writing to each comment by marking the attached comment list or creating a response letter. Indicate which details, specification, or calculation shows the required information. Your complete and clear responses will expedite the re-check. D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This item will be verified prior to plan approval. OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: R-3 Occupant Load: NIA Type of Construction: V-B Sprinklers: No Stories: l Area of Work (sq. ft.): Addition: 360 sq-ft. Front Addition: 218 sq. ft. Bar and Pantry: 290 sq-ft. (Patio Cover: 430 sq-ft. is shown on the approved site plans, but not on the scope of work on the cover sheet) Revised Residential Addition (2001 Cima Ct June 20, 2024 ARCHITECTURAL COMMENTS: General: City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page3 A 1. The area of the front room addition noted on the cover sheet does not match the area on the floor plans, as dimensioned. \ A2. Plan sheet ALL !, ., a) Specify the landings at exterior doors to be 36" and not to be more than 7.75" below the top of the threshold for all exterior doors. CRC R3 l l .3.2. b) Verify that interior remodel areas shown on A.1.1 are noted on the cover sheet of the plans. A3. Plan sheet Al.2. a) Exterior receptacles show be noted as weather protected. Per CEC 210.52(E), 210.8, and 406.9(B). b) Wet bar counters to show GFI receptacles. Per CEC 210.52(C)(l). A4. Plan sheet Al .6. a) Provide the following dimensions on the plan for the water closets per CPC 402.5: i) Side clearances -15" from the centerline of the water closet to the walls ii) Front clearance -24" in front of the water closet. Revised Residential Addition (2001 Cima Ct_ City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-01 8-524 June 20, 2024 b) c) Page4 Window 6, located at the new bathroom. Show that window will be tempered glazing type. Per CRC308. Windows 2 and 3, and shower enclosure in the new master bathroom must also be safety glazing type, per R308. /w1 ] G d) Windows 1 at the new Master bedroom. At least one of the windows in the master bedroom must meet the emergency escape requirements provisions of section R3 l 0. The 2040 single hung do not meet the minimum clear opening requirement. i) Openings shall have the bottom of the clear opening not greater than 44 inches, measured from the floor. ii) The net clear opening shall be 5.7 square feet minimum (grade floor openings may have a net clear opening of 5.0 square feet minimum) iii) The net clear height shall be 24" minimum. iv) The net clear width shall be 20" minimum. e) Provide landing for the new exterior storage room. per R3 l 1.3.2. f) Dimension any and all of the hallways on the floor plans. Dimension hallways to have a width of 36" minimum. CRC R3 l l .6. Including hallways to each bedroom. Revised Residential Addition (2001 Cima Ct_ June 20, 2024 lo f.. ~ l\l<-=---.:.-'---,l"',---=----=---.:.---,Ji!.-=--=---..Jl.-::........::-,1<, m N..>-.~'-A-' z r.:::::;:::::::;;::::=:==:::::t~!::!::~0: W2 AS. Plan sheet Al.7: a) Show all doors on the electrical floor plans. City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page5 b) Provide a switched-controlled light fixture at the exterior side of the exterior doors. CEC 210.?0(A). c) In the bathrooms, provide GFCI receptacle outlets within 3 feet of the sink basin's edge per CEC 210.52(D) and 210.8. d) On the roof plans. note the roof slope for the M. Bedroom addition. e) It was unclear on the plans if attic access would be provided for the M. Bedroom addition. Where conditions allow, show location of attic access with a minimum size of 22"x30", unless the maximum vertical headroom height in the attic is less than 30". Access must be provided to each separated attic area (if over 30 sq. ft.), shall be located in a hallway or other readily accessible location and 30" headroom clearance is required above the opening. Section R807. l. A6. Plan sheet A 1.10. note the roof slope for the proposed front addition. MECHANICAL COMMENTS: No comments ELECTRICAL COMMENTS: El. Note on plans: Per city policy, wiring is not permitted on the roof of a building and wiring on the exterior of a building requires approval by the Building Official. E2. See electrical comments in the architectural section. PLUMBING COMMENTS: See plumbing comments in the architectural sections. GREEN BUILDING COMMENTS: G 1. Provide Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists (city forms B-50) to be completed by the APPLICANT. Revised Residential Addition (2001 Cima Ct_ June 20, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0118 True North No.: 24-018-524 Page6 https:/ /www .carlsbadca.gov/home/showpublisheddocument/68 78/63 8225157825900000 a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: b) 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. c) 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. ENERGY COMPLIANCE COMMENTS: T 1. All domestic hot water piping to have the following mlll1mwn insulation installed: 1/2" pipe ( 1/2" insulation); ¾" pipe ( l" insulation); l" to 1-½" pipe ( 1-½" insulation). CPC 609.11 & ES 150.0(j) a) Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the water heater both require l" minirnwn insulation. ES 150.O(j) T2. Bathrooms require exhaust fans (minimwn 50 cfin) 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". T3. 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. STRUCTURAL COMMENTS: General: S 1. Per city form B64, a soils report is required for all new construction, additions, new detached ADUs, and retaining walls. Submit a soils report and incorporate the recommendations of the report into the design. a) Provide the geotechnical engineer's stamp and signature on the foundation plan and all sheets containing foundation details confirming that the foundation plan, details, and specifications have been reviewed and that it has been determined that the recommendations in the geotechnical report are properly incorporated into the plans. S2. Plan sheet S2. Provide updated framing plans to match the revised architectural plans. verify that the structural calculations match the updated plans. S3. Plan sheet S3. a) Coordinate the openings for window 4, as shown on the architectural plans, on the framing plans. 2 b) Show rafters over the proposed entrance to the front room addition. Revised Residential Addition (2001 Cima Ct June 20, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page 7 c) Provide and reference detail for lapped ceiling joist connections. 4 (N) 1xJq I (AA-I) d) Provide and reference connection detail at front addition to the existing structure. ~®' e) Provide calculations for the calculations for ceiling joists to span 23-ft over the proposed M. Bathroom addition. Revised Residential Addition (2001 Cima Ct June 20, 2024 City of Carlsbad-FIRST REVIEW City Permit No.: PREV2024-0l 18 True North No.: 24-018-524 Page8 f) Rafter/ceiling joists heel connection over the M. bathroom addition. Detail 23/SD2 states 4-l 6d. if proposing to use conventional standards, per table R802.5.2(1), the roof span will require a minimum of 5 -16d nails. Otherwise, provide structural calculations for non-conventional connections. Structural Calculations: S4. Provide calculations for the epoxied retrofitting. If you have any questions regarding the above comments, please contact Richard Moreno via email richardm@tncservices.com or telephone (562) 733-8030. [END] PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client A7 Group Inc Project Rohrbaugh Residence 2001 Cima Court Carls ------2008 Paul S. C ns enson RCE C57182, exp. 12/31 /23 r,uAL '-' h.rt.)tL~S.!"n S Att f"tt.LRD Z.»tf LH.it'.eT1."-'f PREV2024-0118 2001 CIMA CT February 24 Rev. 8-2 PCSD File#: Residential Permit Reyisjoo: ROHRBAUGH: (360 SF)MASTER BATHROOM AND STORAGE ADDITION, AND (78? SF) FRONT BEDROOM ADD/T/Or,. 2164910800 CBR2023-3402 8/27/2024 PREV2024-0118 Paul Christenson San Diego Engineering 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Rohrbaugh Residence 23-057 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 • ~ Glue-Lam Beams: Simple Span: Grade 24F-V4 (OF/OF) Grade 24F-V8 (OF/OF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, ChannelsASTM A36, Fy = 36 ksi Tube Shapes: ASTM AS00, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.0.) ? m-Jf:rrl.de.11,r,.11 d1.11 ,tJ'!f" bJ'neerutJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB 23-057 SHEET NO 1,. OF -----CALCULATED BY PSC DATE 2/24/23 CHECK BY _____ DATE ___ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. IoL = ILL = Total Load = 2.2 Roof {w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists IoL = ILL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = ILL = Total Load = Exterior Wall 7 /8" Stucco 15/32" Sheathing 2x4 Studs@ 16" o.c. 5/8" Gypsum Bd. Misc. ------·--- 5.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 14.0 psf 20.0 psf 34.0 psf 5.0 psf 2.0 psf 2.8 psf 1.2 psf 11.0 psf 20.0 psf 31.0 psf l.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf I.I psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2'' Gyp. Bd. (2 Sides) 2x4 Studs@ 16" o.c. Misc. 4.6 psf I.I psf 2.3 psf 8.0 psf ? ,u/f;',tn.,&e.11,cn 'ef nt zfuyo .£rpeerutJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB SHEET NO CALCULATED BY CHECK BY SCALE 23-057 ~ OF PSC DATE 2/24/23 DATE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. IoL = I1.-L = Total Load= 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = 110 mph Exposure Cat = B Ps = >.l(zt•l*Ps30 (ASCE 7-16 -Equation 28.5-1) P = 26.6 psf P = 16.0 psf (•0.6 ASD) 2.7 Seismic Sos= 0.822 Sos Cs -(R/l) Cs = 0.126 USE: V= 0.126 WoL ASD BASE SHEAR V ...so= 0.090 W oL ( 11.4.5) "-= I .00 (fig. 28.5-1 ) Ps30 = 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION s. = 1.027 s, = 0.371 F. = 1.20 R = 6.5 h0 = 15.00 Occupancy Category: Site Class: F = V 1 = 0.00 1.00 2 D SEISMIC DESIGN CATEGORY s, < 0.75 S1 >o.04 Ss > o.i, (11.6 ASCE 7-16) ( 11.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T.=C1 * (h.)0 n = 0.\52 Ts = S0 1/S05• 0 k = 1.0 ;qn. 12.8-1 Not 0 1 Ta<0.5 Seismic Design Category: D 2120/23: 2:34 PM Rohrbaugh U.S. Seismic Design Maps OSHPD ~A-j 2001 Cima Ct, Carlsbad, CA 92009, USA Latitude, Longitude: 33.081195, -117.2642819 ' I ' \ \ ' Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.027 S1 0.371 SMS 1.232 SM1 null -See Section 11 .4.8 Sos 0.821 So1 null -See Section 11.4.8 Type Value soc null-See Section 11.4.8 Fa 1.2 F, null -See Section 11.4.8 PGA 0.451 FpoA 1.2 PGAi-.4 0.542 TL 8 SsRT 1.027 SsUH 1.149 SsD 1.5 S1RT 0.371 S1UH 0.41 S1D 0.6 PGAd 0.519 PGAi.JH 0.451 https://www.seismicmaps.org BTheWiseOx T Butcher & Deli q • Auto Appraisal Network in San Diego, CA Property Alliance Q ~,sa --1\sta \..a Description 2120/2023. 2:34:24 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 NIJl1l8ric seJsmic design vaJus at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored determinfstfc 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) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Map data ©2023 1/3 ~FORTEWEB 0 MEMBER REPORT Roof Framing, (RR-1) Rafters 1 plece(s) 2 x 10 DF No.2@ 16" OC Overall Length: 1e· 7" All locations are measured from the outside l'ace of left support (or lel't cantilever end). All dlmenSlons are horizontal. o,iilan lttllults co,' :'.•'· ;, ·:; Member Reaction (lbs) Shear {lbs) Moment (Ft-lbs) Live Load Defl. (In) Total Load Defl. (In) ~-.tec:alllNI: J ;. ;:, ...... : • ....... ,· 43'1 @ 2 1/2" 3281 (3.50") Passed (13%) 384@ 1' 3/4" 2081 Pas.sed (18%) 1925 @ 9' 3 1(2" 2537 Passed [76% l 0.413@ 9' 3 1/2" D.9O8 Passed (l./528) o. 722 @ 9' 3 1/2" 1.211 Passed (l./3O2) • Dellection crttena: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stabiWty factor. • /\ 15% Increase In the moment capacity has been added to account for repetltlve member usage. • Applicable calOJlatlons are based on NDS. ,· ,: -{ t:Df • to1111t'c:u1M1illlt1llll~J •• :,.,,-.{,-,~ -1.0 D + 1.0 Lr (All Spans\ US LO D + 1.0 Lr (All Spans) 1.25 1.0 D + 1.0 Lr (All Spans) --1.0 D + 1.0 Lr (All Spans) --1.0 D + 1.0 Lr {All Spans) ; ;' ,\.' ' , ::.. • ' '.· {'. 0 ,._..Laillll •• , : :i:.u ......... t .. 1 ;-;; ·':' , ., -~·· ., . ~·)J--.~::~,~i.:;,f:~~;~~-::)}--~-t:::t:~~-._.-~~~-) ~·~:. -~ . ...-·-~~-·. I~~~; .... ~~. ~· \. 4 ~~·,~ -·~~~~~r.:~~-~t~ ~::tr, 1 • Stud wall • OF 3.50" 3.50" I.SO" 186 248 434 BIOcklng 2 • Stud wall • OF 3.50" 3.50" 1.so· 186 248 434 Blod<Jng • 8'oddng Panels are assumed to cany no loads applied directly abolle tl1em and the full load Is applied to the member being designed. TOP Edge (w) 5' 6" o/C Bottom Edge (Lu) ur r o/c •Maximum allowabll! bradng Intervals based on applied load. 1 • Uniform (PSF) 0 10 18' 7" 16" 15.0 PASSED + 0 Syst,,m : Roof Member Type : Joist Bulldlng Use : Residential BuildinQ Code : !BC 2018 Destgn ~ : ASO Member Pitch : 0/12 w·· '.~ /' '!·.~ 1 1·'' ·.:,,•'·•~-~,.'~~ ~•.::•,~·-"·> \1 •• ••,. ,•:;;_"~-,_., ,,.,, •-' ;.: _,._'•. ~·:,, t.,"!'l .>, '; ·!, :•~.-:•'.,,..~'•.,,:·. :: ,.,,,.._, .. ~,' f ·'t'. Weyl!rt1aeuser warrants that the slZlng of Its pnxlucts wtll be In aa:ordi!nce with Weyemaeuser pnxluct design o1ter1a and published desl!Jl values. wevemaeuser ~sslY dlsdalms all)' other wamrities related to the software. use ot this software Is rot Intended ID Cln:umvent the need to, a design professional as determined by the authority having jurtsdlctlon. The designer of record, bullde< Of framer Is responsible to assure that this calc:ulatlon IS oompatlble with the OYe111II project. Acces50ries (Rim Boaro, l!locklng Panels and Squash BkX:lcs) ""' not designed by this sortware. Products manutactured at Weyertaeuser l'adfitk,s a"' third-party certified to ,ust,lnable forestry standords. Weyerhaeuser Engineered Lumber Pr<rlJcts have been evalua~ bv ICC-ES under evaJuaUon reports ESR·1153 and ESR-1387 ar,;J/Of tes1ed 1n aa:oraance with alll)llcable ASTM standards. For cooent code evaluatlon rel)()rtS, Weyerhaeuser product llterarure and lnstallatlon details refer to www.weyemaeu,e,-.a,m/woodproducU,'doCument~. The product application, lnjXJ! design loads, dhTll!llslons and support lnformatlon have been provided by ForteWE8 Software Operator PoneW!B Software Open,tor JobNoll!s Paul CIWistenson PCSO Engineering (760) 207-1885 paul.pcsd@Qmall.com A Wcycrh.lcuser 2/22/2023 8:04:20 PM lJTC ForteWEB v3.5, Engine: VB.2.3.63, Data: VB.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~I FORTE WEB MEMBER REPORT Roof Framing, (RR-2) Rafters 1 piece(s) 2 x 10 OF No.2 @ 16" OC Overall Length 19' 1" + o --..;::..=====~.::;;::..;..;:;;..;.;.;;::.;...;=..:.:.:: l'-----5-' -----¥' ,_ __________ 1_:i_· '5_" __________ -4 5) Drawing is Conceptual. All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). Design Results Actual Cl Location Allowed Result LDF Load: ,Combination (Pattern) ,. Member Reaction (lbs) 588 @ 5' 1 3/4" 3281 (3.50") Passed (18%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 313@ 6' 3/4" 2081· Passed ( 15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 867 @ 12' 8 5/16" 2537 Passed (34%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Oen. (In) 0.112 @ 12' 2 3/8" 0.686 Passed (L/999+) --1.0 D + 1.0 Lr (Alt Spans) Total Load Den. (In) 0.175@ 12' 3 1/2" 0.915 Passed (L/942) -1.0 D + 1.0 Lr (Alt Spans) • Deflection aiterla: LL (LJ240) and TL (l/180). • 011erhang deflection criteria: LL (2L/240) and TL (2lJ180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 1S% Increase In the moment capacity has been added to account tor repetit!Ye member usage. • Applicable c.alculatiors are based on NOS. Bealing L~ngth_ . Loads to Supports (lb~) Supports Total Available Required Dead : Roof Uve Factored Accessories 1 • Stud wall • OF 3.S0' 3.so· t.so· 2◄2 346 588 Blocking 2 • Stud wall • OF -,.so" 3.50• I.SO' 114 176 290 Blocking • Blocking Panels are assumed to carry no loads applied directly abo\le them and the full load Is applied to the member being designed. Lateral· Bracing Bracing Intervals Comments ,' ' " ''.,;,: l, :··,. ' Top Edge (Lu) IS' 4" o/C Bottom Edge (Lu) 19' 1• o/c •Maximum allowable bracing Intervals based on applied load. !)ead Roof Live Vertical Load Location (Side) Spacing > (0.90) ,(1.25) Comments 1 • Uniform (PSF) 0tol9'1" 16" 14.0 20.0 Default Load Weverhaeuser Notes PASSED L\k) Member Length : 19' 1 • System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the slzlng of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wal'Tcllnt!es related to the software. use of this software is not l~tended to □rcumvent the need for a design professional as determined by the authority having iurisdictton. The designer ot record, builder or framer Is responsible to assure that this c.ala,lation is compatible with the 011erall project. -'Ccessorles (Rim Boar<I, Blocking Panels and Squash BIOC!<s) are not designed by this sottware. Products manulactured at Weyerhaeuser ladllttes are third-party Cffl!Red to sustainable forestry standards, Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR·ll53 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/ document~lbrary. • • • The product appllcatlon, Input design loads, dimensions and support Information ha11e been provided by ForteWEB Software Operator -:r: .. ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207·1885 A paul.pcsd@gmall.com \Veycrh.i.eusJ!.r 8/13/2024 3:32:00 PM UTC ForteWEB v3.8, Engine: VB.4.1.24, Data: VB.1.6.3 File Name: Rohrbaugh Page 1 / 1 ~IFORTEVVEB' + 0 I I G] MEMBER RE!>ORT Roof Framing, (RR-3) Rafters 1 piece(s) 2 x 6 DF No.2 @ 16" OC Overall Length 1 1 • 10 .. 11' 3" .. ~·"' . I I @] Drawing Is Conceptual. All locations are measured from the outside face of le~ support (or le~ cantilever end). All dimensions are horizontal (typ.). Design Results Actual CP Location AHowetl Result ' LDF Load: Combination (Pattern) Member Reaction (lbs) 268@ 2 1/2" 3281 (3.50") Passed (8%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 234 @9" 1238 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 739@ 5' 11· 1060 Passed (70%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (In) 0.306 @ 5' 11" 0.571 Passed (l/44 7) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.521 @ 5' 11" 0.761 Passed (l/263) -1.0 0 + 1.0 Lr (All Spans) • Deffect1on crttena: LL (l./240) and n (l./I80). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% Increase in the moment capacity has been added to account for repeti~ve member usage. • Applicable calculations are based on NDS. . Bearing Lengtli LDadH.o Supports (lbs) Supports -T<>Uol ' Available' !U:q1alred i)~ R(X)f Live Fltct.Dted A:ccssoncs 1-Sb.Jdwall-DF 3.50" 3.so· 1.so· 110 158 268 Blocking 2 -Sb.Jd wall -OF 3.50" 3.50" I.SO" 110 158 268 Blocklng • Bloddng Panels are assumed to car,y no loads ilPPfied directly above them and tile full load Is applied to the member being designed. tateral Bracing • Bracing lnternls Comments < ,;, t<' _, .• .. Top Edge (Lu} 9' 10" o/C Bottom Edge (Lu} 11' 10" O/C •Maximum allowable bracing Intervals based on applied load. .. Dead Roof Live Vertical Load Location (Side) Spacl119 .(0,90) (1.25) Comments I -Uniform (PSF) 0 to U-10" 16" 14.0 20.0 Default Load Weverhiieuser Notes PASSED .. 0 Member Length : 11' 10" System : Roof Member Type : Joist Building use : Residential BulidlnQ Code : !BC 2018 Design MethodOlogy : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the stzing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this software ls not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bullder or framer is respor,slble to assure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this sortware. Prodtlcts manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry rtandards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR-1153 and ESR-1387 anq/or tested In accordance with applica~le ASTM standards. For current code evaluation reDOrts, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, Input design loads~ dimensions and support information have been provided by ForteWE8 Sol\ware Operator ForteWEB Software Operator lob Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com 8/14/2024 2:15:14 PM UTC ForteWEB v3.8, Engine: VB.4.1.24, Data: VB.1.6.3 File Name: Rohrbaugh Page 1 / 1 ~IFORTEWEB. ill MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall Length: 10' 11" 10' 4" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal . a.tan bsulta • -. ,. \,,'Actal ....... '., '''~:-_,·, . ~ r. ~.' • '· UI( ,'~:~a· llii1111ii111 (~) Member Reaction (lbs) 5079 @2" 7656 (3.50") Passed (66%) --1.0 D + 1.0 Lr (All Spans\ Shear (lbs) 4556 @ 1' 3 3/8" 10044 Passed (45%) 1.25 1.0 D + 1.0 LI (All Spans) Moment (Ft-lbs) 18153@4' r 248711 Passedm%) 1.2S 1.0 D + 1.0 LI (All Spans) Live Load Oen. (In) 0.183 @ 5' 3 3/4" 0.529 Passed (L/696) --1.0 D + 1.0 LI (AH Spans) Total Load Def!. (In) o.337 @ 5· 3 13/16" 0.706 Passed (L/377) --1.0 D + 1.0 LI (All Spans) • DellectiOn criteria: LL (l/240) and TI. (l/180). • Allowed moment does not reflect the adjustment fo< tile beam stllblllty factor. ",''~-~. •• •. -.......:-~o.)., ·'• _-;'.r~ -.~ ~-_·.__, -•~lh,e,:~ ~, .. ,I,_ ... >."~·•'. 1 -Column -OF 3.50" 3.50" 2.32" 2358 2721 S079 Blod<ing 2 • COiumn -Dr 3.50" 1.95" 2011 2259 4270 Bloeking • Bloddng Panels are assumed to carry no loads applied <Srectly atxwe them and the flJU load ,s applied ID the member being designed. aAbintl iradnl-. -'~~--:/ ~---·,_. • '·"· '., -. . "·,-,\ -• ."'. ~ + . Top Edge (1.u) 10' 11" o/c Bottom Edge (Lu) 10' 11" 0/C •Maldmum alowable bracing Intervals based on applied load. ' 0 -Self Weight (PLF) 0 to 10' 11" N/A 13.0 -- 1 • Unlfo<m (PSF) 0 to 10' 11" (Front) 10' 15.0 20.0 Default Load 2 -Uniform (PLF) 0 to 10' 11" (front) N/A 45.0 Default Load 3 -POlnt (lb) 4' 7" (Front) N/A 2098 2797 Default Load Notles A .--,. •! ! PASSED ~ + 0 System : Roof ""'"'Iler Type : Drop Beam Building USe : Residential Building Code : !BC 2018 Deslgfl Mod!odci0gy: ASO Member Pitch : 0/12 • ' f . Weyerhaeusl!r warrants that the sizfng of its products will be In accordance with Weyerhaeuser product design crttena and publlshed design values. Weyerhaeuser expressly disclaims any other warrantleS n!lated to tile soltware. Use of tills sortware ls not lnrended to circumvent tile need for a <leslgn professional as dt!tennlned by tile aulho<1ty haVlng JurlsdlctlOn. The designer of reconl, buflder or framer Is responsible to assure that thls calculation Is compaUble with tile overall project. Aa:essortes (RJm Board, BIOcking Panels and Squash Blocks) are not designed by this soltware. Products manufactured at weyert,aeuser fadlllles are third-party cert1ned ID sum1nable forestty standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-es under evaluatlon reports ESR· 1153 and ESR·l387 and/or tested In acoordance with applicable AS™ standards. for current code evaluation reports, Weyemaeuser product UterabJre and lnstallatlon details refer to www.weyerhaeuser.com/woodproducts,'docurnent-library. The product appUcatlon, Input design loads, dlmenSlons and support informaUon have been provided by ForteWES Software Operator l'ofteWfll Saftware ()plntor Job Hums Paul Cllristenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Wcyc:rtueu.,cr ----------- 2/22/2023 8:07:34 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Pagel/1 ~FORTEWEB. 0 ill MEMBER REPORT Roof Framing, (RB·2) Hdr Bm 1plece(s)31/2" x 11 7/Sft 2.2E Parallam® PSL Overall Length: 12' 7' All locations are measured from the outside face or left support (or left cantilever end). All dimensions are horizontal. t>Mlcin~---,. ,, ' . ....... ~-,-·~•':•·. --ui,'. ,'-l:t-0,•M--•-<~> ";· •. --~ Member Reaction (lbs) 5002 @2" 7656 (3,50") Passed (65%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3983 @ 1' 3 3/8" 10044 Passed ( 40% l 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft·lbs} 14912@ 6' 3 1(2" 24878 Passed (60%) 1.25 1.0 D + 1.0 Lr (AR Spans) Uve Load Deft. (In) 0.239 @ 6' 3 1/2" 0.613 Passed (L/616) .. 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (In} 0.412@ 6' 3 1/2" 0,817 Passed (l/356) .. 1.0 D + 1.0 Lr (All Spans) • Deflection cmena: LL (lJ240) and TL (lJIBO). • Allowed moment does not reffect the adjustment for the beam stability factor. 1 -c.olutm • OF 3 .so· J .so· 2.29• 21oa 2894 soo2 Blocklng 2-COlumn-DF 3.so· 1.so· 2.29" 2108 289'1 sooz B10oono • Blocking Panels a"' assumed to carry no loads applied directly al:>ove them and the ful load IS applied to the member being designed. ,•l, Top Edge (Lu) 12' 7" o/c Bol1X>m Edge (Lu) 12' 7" o/c •Maximum allowable bracing Intervals based on aPl)ffed load. ' .. ' '' ·,:!-' .'· .. _..,-..... -~ -~~ co.,01 f~usf ~ 0 -Self Weight (Pl.Fl o to 12· r N/A 13.0 1 -Uniform (PSFJ O to 12' 7" (Front) 23' 14.0 20,0 Default Load -~..,, • PASSED ti 0 SVstem ; Root Member Type : Drop Beam Building lJse : Resldentlal Building Code : IBC 2018 OeigrlMettiodology:ASO Member Pitch : 0/12 ;W 1Mnf,..,· \ -~~{.· ,,._, '-, ,.~· ~~· .-i/.· . •;., ;•·· l ~ .,: Wey,,maeuser warrants that the sizing of Its prodocts wil be In acrordance with Wey,,rhaeoser product design cr11ier1a and published design values, ~user expressly disclaims any odier warranties related to the software. Use of this software Is not Intended to circumvent the need for a des!Qn professional as determined by the authority having Juc1sdlctlon. The deslo,er or record, bulkier or fnlmer Is responsible to assure that this o,lculatk>n Is compaUble with the overall project. ~es (Rim Board, Blodting Panels and Squash Blocks) are not designed by !hi• software. Pn:lducts manul'ac11Jred at Weyemaeuser fadlltles are third-party certified to sustainable forestry stan<lards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evakJatlon repoltS ESR-1153 and ESR-1387 Mid/or tested In aa:ordante wtth appllcat,le ASTM !11andards. f01' current code evatua,x,n reports,~ product-.,,.,,., and -.ition -reler 10 www.weyemaeuser.com/woodproducts/dcx:ument~lbrary. The product application, input deSi!ln loads, dimensions and support information have Ileen provided by forteWEB Software Operator ,-wre 5oftware ()p«atDr Job- Paul Chrtstensoo PCSO Engineering (760) 207-1885 A pauLpcsd@omall.com Wc:yerhJc::U\Cr 2/22/2023 8:11:35 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTE WEB MEMBER REPORT Roof Framing, (RB-3) Patio Bm 1 piece(s} WSX31 (A992} ASTM Steel Overall Ler-,gth: 30' 0 r--------1 29· s· m All locations are measured from the outside face c:l left support (or left cantllever end). All dimensions are horizontal. ·n-i-Relulb ' 'Acliat.~, \. -·~.-: . ._· t.~ ~,.~~).. ., Member Reaction (lbs) 3090@2" 21700 (3.50") i>assed (14%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3030@ 3 1/2" 45600 Passed (7%) .. 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 22663@ 15' 38719 i>assed (59%) .. 1.0 D + 1.0 Lr (AU Spans) Live Load Defl. (In) 0.546@ 15' 0.989 i>assed (l./652) .. 1.0 D + 1.0 Lr (All Spans) Total Load oen. (In) 1.125@15' 1.483 i>assed (l./316) .. 1.0 D + 1.0 Lr (All Spans) • Deflection crtteria: LL (L/360) and n (L/240). • °'Pt)lleable calculations are based on ANSI/AISC 360-16. • A latl!ral-torslon3I budding factor (C.) of 1.0 has been assumed. ,~ , ., ';:: ........ '-1111 ' l-• i..wte ......... (lb,t) • , , •• ,· •• .;\1~· •~ ~:, .. -~· .llo!lf~ ~•i.r.,1 .. 1 -CQlumn • OF 3.50" 3.50" 3.50" 1590 1500 3090 Blocloog 2 •Column • OF 3.50" 3.50" 3.50" 1590 1500 3090 81ocklng • Bloddng Pant!ls are assumed to calT'( no loads appled directly above them and the ru1 load Is applied tn the member being designed. Top Edge (Lu) Boaom EdOe (Lu) 0 • Self Weight (PLF) 1 • lJnll'orm (PSF) NOtM', End Bearlng Points End Beilrtng Points ~(Side) ·~ :~.-,, (O.N> 0 to 30' N/A 31.0 0 to 30' 5' 15.0 20.0 •, .... • ' : ' ,, PASSED 7/ 0 Sysll!m : Floor Member Type : Drop Beam Buil<llnO use : Resldenllal Building Code : !BC 2018 Design Melhodology : ASO Weyerhaeuser warrants that the sizing or Its products wtl be In accordance with \Veyemaeuser pro<iJct cleslgn 01tl!ria and published design values. Weyerhaeuser expressly dtsdalms any other warranties relatl!d to the software. Use of this software Is not Intended tll circumvent the need for a deslQn p,ofesslonal as detemilned by the authority halltng jcrisdlctton. The desq,er of record, builder or framer Is responsible to assure that t!lis calculation is compatible with the overall project. AcceSsories (Rim Board, Bloddno Panels and Squash Blocks) are not designed by tNs software. Products manufactured at Weyerhaeuser facllltles are third-party certified to sustainable forestry 51.lndards, Weyerhaeuser Enoineered Lumber ProdUC1S have been evaluated by ICC·ES under evaluaUon rel)()!1S ESR-ll53 and ESR· 1387 and/or "'5ted In acoormma, wtth appllcable ASTM standlmls. For Cl'""'1t code ,,,_ ~. W.-,e1-Jsel' product l!lemure arcl ln'1ahllon Oetalls refer to www.weyemaeuser.c:om/woodproducts/doc\Jment-libraly. The product al)!llleaUon, input design loads, dimensions and support lnformadon have been provided by ForteWEB Software Operator l'or1BW!8 Softw■n, Ollerator Job Nolles Paul Chrtstenson PCSO Engineering (760) 207-1885 A pauLf)Csd@omall.com Weyerlueuscr 2/22/2023 8:14:50 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: V8.L3.6 File Name: Rohrbaugh Page 1 / 1 ::.iii FORTE WEB MEMBER REPORT Roof Framing, (RB-4) Patio Bm 1 piece(s) W8X18 (A992) ASTM Steel Overall Length 26' All locations are measured from the outslde4'ace of left support (or left cantilever end). All dimensions are horizontal. Design· Results Actual O Lo?tion ":-.· .Allowed~ ltesult ' LDF Load: Combination (Pattsm) ' Member Reaction (lbs) 1790@2" 14241 (3.50") Passed (13%) ·-1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1712 @ 31/2" 37444 . Passed (5%) --1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) aan@ 13• a· 11692 Passed (76%) --1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.266 @ 12' 9" 0.856 Passed (L/999+) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.564 @ 12' 9 1/2" l.283 Passed (L/546) --1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (IJ360) and TL (IJ240). • Applicable calculations are based on ANSl/AISC 360·16. • A lateral·torslonal buckling factor (Ct,) of 1.0 has been assumed. , ' • Bearing Lengtfl .. Loads to ·5u~ (lbs) ·-· .. .• ,•; .. tloof LIVe Factorec1° ~ss_or:iu i Support!. ' Total A'(8ilable ·RtlC!Uired Dead , __ I -Column • OF 3.50' 3.50" 3.50' 901 890 1790 BlockJng 2 -Column -OF 3.50" 3.50" 3.50" 589 474 1064 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load 1s applied to the member being designed. Lateral Bracing Bra<=!ng Inwval~ Comments -·t.· t ,, ,.•..l ,c .. " .. ~4 Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points < ~1?-1 , RoofUve VerticalLoadS' ~ocation (Side) Tributary ·width • (0,90) ~ (non'-snow: 1,25) Comments 0 -Self Weight (PLF) 0 to 26' N/A 18.0 -- 1 -Uniform (PSF) 3' 3" to 13' 9" 2' 15.0 20.0 2 -Uniform (PSF) 13' 9" to 26' I' 15.0 20.0 3 -Point {lb) 13' 9" N/A 174 233 4 • Uniform (PSF) o to 3' 3" 7' 2" 15.0 20.0 Weverhaeuser ·Notes ,; P,ASSED System : Floor Member Type : Drop Beam Bulldl119 Use : Residential Building Code : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the slzlnQ of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this sottw!re is not intended to circumvent the need tor a design professional as d!termlned by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is,. oompoti.llle with the overall project. Accessories (Rim Board, BlockJng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party cert!Red to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and Installation details refer to www .weyerhaeuser .oom/woodproducts/document-ilbrary. The product applicatlon, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator -·~ ,. Fort:eWEB Software Operator Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmali.com Weycrh,u:uscr 2/6/2024 5:55:29 PM UTC ForteWEB v3.6, Engine: VB.3.1.5, Data: VS.1.4.1 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB. 0 MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 piece(s) 4 x 10 DF No.2 Overall length: 11 • 1 • All locatlons are measured from the outside face cl left support (or left cantilever end). All dimensions are hortzontal. :DalalfRtlultil .: ;, ..... ~--Ji,\~:l· ...... ' ·U!f-• i.ili~~}. ·Member Reaction (lbs) 1751)'@ 10' 11" 7656 (3:50") Passed (23%) -·1.0·0 + 1.0'lr [All'Spans) Shear (lbs) 1648 @ 10' 1/4" 4856 Passed (34%) 1.25 1.0 D + 1.0 Lr (AH Spans) Moment (R-lbs) 5482@ r sw 5615 Passed (98%) 1.25 1.0 D + 1.0 Lr (All Spans) LiVe load Defl. (In) 0.134 @ 5' 10 9/16" 0.538 Passed (L/964) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.263 @) 5' 10 5/8" 0.717 Passed (L/491) ·-1.0 D + 1.0 Lr (All Spans) • Deflection crfteria: LL (L/240) and Tl (L/180). • Allowed moment does not reftect the ildjustment for the beam stability factor, • Appltcable cala.ilatlons are based on NDS. ·, • .,1 . \•, ~:........ "-,;0: :'., .'•t-~(--J· .,. '•: ., ' , . •·.,, •.• ,-. e • ••• :' :~-i'ofl!!I~ ; ... ·-..-i,,.z it.i••( u,~ ·.i.6of~, ~-~~•·.:~·-:;-, 1 -Column -OF 3.50" 3.50' 1.50" S46 573 1119 Blod<lllQ 2 • COiumn -OF 3.50" J.so· I.SO' 859 891 1750 Blod<ing • Bloc1dno Panels are assumed to canv no loads applied directly above them and the tun load Is applled ID the member being designed. Top Edge (Lu) 10' 3" o/c Bottom Edge (Lu) 11' 1" O/C •Maximum alowable bracing Intervals based on alll)lled load. J ,, '' .;,c ~· • «-f~: ,.....,~_ :, '(0.111) ~. <.~~)< ~~ ·..: 0 -Self Wefoht (Plf} 0 to 11'1" N/A 8.2 1 -Unlfonn (PSF) 0 to 11' 1 • (Front) 2' 6" 15.0 20.0 Default Load 2 • Point (lb) 7' 5" (Front) N/A 898 910 Default Load ,~-l ~ PASSED 10/ .. 0 System : Roof Member T.ype : Drop seam Butldlng Use : R.esidentlal Butldlno Code : !BC 2018 Design Metl1odology: ASO Member Plt<:h : 0/12 Weyemaeuser Wamlllts that the sizing o( Its products will be In a<XOrdarc:e with Weyertiaeuser product design Crite<la and pubHshed design values. Weyerhaeuser expressly dlsdalms any other warranties -to the sol\ware. Use of tNs software Is not lnliended ID clrcunwent the .-d for a deslon grofessional as -.mined by the authority havtno jurisdiction.~ desq,e, of realld, bulldl!< a framer Is responSible ID assure that this calclllaUon Is compattble with the ~I project. Ao::essones (Rim Board, lllocking Panas and Squash Blocks) are not~ t,y tnis software. Products manufactured at Weyemaeuser facilities are ltllrd-party oertftled to sust;,lnable l'orestry standards. Weyerhaeuser Engineered lumber Products have been e,,aluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/a tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and lnstaHatlon details refer to www.weyerhaeuser.com/woodproducts/doa.m1ent-lbrary. The product appllcatlon, Input design loads, dlmenslonS and supl)Olt lnformaUon have been provided by ForteWE8 Software Ope,alof' l'otalWl!II Software ()perallOr Job~ Paul Christenson PCSD Enginee<illg (760) 207-1885 A paul.pc;,d@Qmall.com Weycrhacusef 3/3/2023 8:24:21 PM UTC ForteWEB v3.5, Engine: VS.2.5.1, Data: V8.l.3.6 File Name: Rohrbaugh Pagel /1 ~IFORTEWEB MEMBER REPORT -...~~-Roof Framing, (RB-6) Mdr Bm 1 piece(s) 6 x 12 DF No.1 PASSED + .;._..;.;a;......;:;.....___;_,;.-'---0 15' 6" [TI Drawing Is conceptual. All locat1ons are measured from the outside face of left support (or left cantilever end}. All dimensions are horizontal. Design Results Actual O Location Allowed Result . LOF Load: Combinatlon (Pattern) Member Reaction (lbs) 3413@ 2" 12031 (3. 50") Passed (28%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2882@ 1' 3" 8960 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 13158 @ 8' 1/2" 17048 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defi. (in) 0.290 @ 8' 1/2" 0.788 Passed (L/652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.527 @ 8' 1/2" 1.050 Passed (L/359) -· 1.0 D + 1.0 Lr (Ail Spans) • Deflectlon cnterta: LL (l.[l40) and TL (l/180). • Altowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading prOVlslons must be extended over the length of tile member per NOS 4.2.S.5. • Applleable calcula~ons are based on NOS. Bearing Length Loads to Supports (lbs) Supports ,· i;ot.11 Availabie Required Dead R~Live h ctorW Ac:,:essorles 1 • Column • OF 3.50" 3.50" i.so· 1536 1876 3413 Blocking 2 • Column • OF 3.50" 3.50" 1.50" 1536 1876 3413 Blod<ing • Blod<ing Pa~s are assumed to car,y no loads applied dfrec~ above them and the I\Jff load Is applied to the member ben,g designed. Lateral Bracing Bracing lnten,als Comments ,. ~ Top Edge (Lu) 16' I " o/c Bottom Edge (Lu) 16' 1· o/c •Maldmum allowable bracing intervals based on applied load. Dead Roof Live Vertical loads Location (Side) Trlbutan, Width (0-90) (1.25) Comments 0 • Self Weight (PLF) 01016'1" NIA 16.0 .. I • Uniform (PSF) 0 to 16' I• (Front) 11· s· 15.0 20.0 Default Load Weverhaeuser Notes Member l.ef1llth : 16' 1• System : Roof Member Type : Drop Beam Building Use : Resldent!al Building Code : !BC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the siting of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. use of this software Is not intended to circumvent the need tor a design professional as determined by the authority having JuriSdlction. The designer of record, builder or framer Is responsible to assure that this cakulatlon Is compatible with the overall project. Ao::essories (Rim Board, Blocking ~nels and Squash Blocks) are not designed by th4s software. Products manufaC!lJred at Weyerhaeuser faclllUes are thlrd·party certified to suslillnable forestry st.andards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR· 1153 and ESR· 1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Chnstenson PCSD EngineerinQ (760) 207·1885 A paul.pcsd@gmall.com 6/4/2024 11:05:14 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: Rohrbaugh Page 1 / 1 ~!F9RTEWEB + 0 I'\-. ·. • .~ t, ~ ;t ~- ill MEMBF.R REPORT Roof Framing, (RB-7) Hdr Bm 1 piece(s) 4 x 8 OF No.2 Overall Length 3· 7" 3· lg] Drawing Is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result ~DF Load: Combination (Pattern) • , Member Reaction (lbs) 1968@ 2" 7656 (3.50") Passed (26%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1837 @ 10 3/4" 3806 Passed (48%) 1.2S 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2966@ l' 9 1/2" 3737 Passed (79%) 1.2S 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.014@ 1' 9 1/2" 0.162 Passed (L/999+) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.026 @ l ' 9 1/2" 0.217 Passed (L/999+) -1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor • Applicable calculations are based on NOS. . Bearing Lenvth 1,0ad• In Supports (His) Supports .. ' . ' Total Available Required Dead Roofli;e Factored Accessories I -Column -OF 3.50" 3.50" I.SO" 959 1010 1968 Blocking 2 -Column • OF 3.50" 3.so-I.SO" 959 1010 1968 Blocking • Blocking Panels are assumed to cany no loads applied directly above them and the full load ,s applied to the member being designed. Lateral Bracing Bracing Intervals Comments I •. .. , Top Edge (Lu) 3' 7" O/C Bottom Edge (Lu) 3' 7" o/c •Maximum allowable bracing intervals based on apj:Aled load. Dead RoofUve Vertical Loads Location (Side) Tributary Width (0.90) (_1.25) Comments 0 • Self Weight (PLF) Oto3'r N/A 6.4 .. I -Uniform (PSF) o to 3' 7" (Front) 2' 15.0 20.0 Default Load 2 • Unifoml (PLF) 0 to 3' 7" (Front) N/A 70.0 Default Load 3 -Point (lb) l' 9 1/2' (Front) N/A 1536 1876 Default Load Weverhaeu·ser Notes PASSED 1rp."1-/ + 0 Member Length : 3' r System : Roof Member Type : Drop Beam Building Use : Resldentlal Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the siZing or its products wiU be in accordance with Weyerhaeuser prowct design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of reco<d, builder or rramer Is responsible to assure that this calculatton is compattble with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sust,inable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR· 1153 and ESR· 1387 and/or tested In accordance with applicable AST1't standards. For current code evaluation reports, Weyerhaeuser product literature and lnst,llatlon details refer to www.weyemaeuser.com/woodproducts/document-llbrary. The product appllcatton, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Softwane Operatx>r Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerh,\Cuser 6/4/2024 11:07:38 PM UTC ForteWEB v3.7, Engine: VS.4.0.40, Data: V8.l.S.O File Name: Rohrbaugh Page 1 / 1 JOB 23-057 ? ,u/f;',f'r/nen.ron ef,.,, c2X-,.o bfaeennJ SHEET NO 7 c OF ___ _ CALCULATED BY PSC DATE 2/24/23 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis CHECK BY SCALE DATE Wind: p = A Kzt I pSJO A= 1.00 Seismic: V = C5 W DL s.= 1.021 (ASCE 7-16. Eq. 12.8-2) s,= 0.311 F.= 0.0 I = 1.00 Kzt = 1.0 F, = 1.2 PS30~ 26.6 psf R = 6.50 1= 1.0 (fig 21S 5) llablc I 5•21 V = 0.090 * Wt * p (p-Redundancy) P= 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/1)>1 .0 is < 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N /S = 16.0 psf X ------671 sq. ft. = 10709 lbs. 366 sq. ft.= 5841 lbs. Direction: E /W = 16.0 psf X ------ Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 11.0 psf x 3609 sq. ft.= 39699 lbs. 15.0 psf x 791 sq. ft.= 11865 lbs. 8.0 psf x 681 sq. ft.= 5448 lbs. 4.0 psf x 2724 sq. ft.= 10896 lbs. ------Total Trib. W R = 67908 lbs. Total Seismic Dead Load: W t = 67908 lbs. ASD Base Shear: V = 0.090 * p * Wt = 7970 lbs. p = Use 1st Story 2nd Story not satisfied not satisfied #REF! not satisfied l I p = 1.3 ~ ,u/f;,f'.n',mm.ro:,, ef nt ~,-o :&faeerutJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 'j OF PSC DAT_E __ 2/_2_4_/_2_3_ DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Story Shear Walls N /S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall lit. Type I 15 15.0 8.4 A A I I 2 8.4 ~ 2 3 8 11.0 8.4 A B 5 5 8.4 ~ 0.0 C 7 7 8.4 A 0.0 D 3 3 8.4 A 0.0 0 ~7 0.0 F E 0 # ~0! 0.0 F SE 0 '/0! 0.0 FA E 0 # ! 0.0 FA! E 0 # ! 0.0 FA SE 0 #D O! ' .. ----•,• ·• I ~. _.,. r ·:·· i ---:-. • ~ ·-t-· I i .. -, - ; .,.\. -+ -; -. ' f .. ----t·-· -- .. i-~ i I ---·--+-·· • • l -' ' • !. 'f . ~ -,.... . -.... -., .... ©:--- . . -,.-'" --.,.....,_ I ' .. ,. ... -f ... --;---• t,.. .I. +--t V r . I , . ··•r· 1' -•. t .,..;,r ---•· ··•··-• ' . . I -r-·- t?5 ,u/f;°,tr/.rteh.J'Oh ';J,.,, ZJ/'!f" bfaeerurJ 3529 Coastview Ct • Carlsbad, CA 9201 0 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont) Gridline CD 15 % ( 10709 X 0.15 1606 #) 1606 lbs. V = 15 ft. 107 plf OTF 900 lbs. O,c.«"-fC,1r-L•1l •lh-S')1 .\s/1.~ Ut ,._ l ~pr ~t • !lJ> Gridline G) 25 % ( 10709 X 0.25 2677 #) 2677 lbs JOB SHEET NO CALCULATED BY CHECK BY SCALE V = I I ft. 1Q. plf ~(~~\--2.2>0 pf ,. "L. OTP 2044 lbs. 'C ""'4Q 23-057 ~ OF PSC DATE 2/24/23 DATE & No ..._., 11 HDU2 ?nJf:',tn.dehJ'Oh dnt ~o SfaeemJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) __ G_ri_d_lin_e..,..(2)_A ___ ,;_, __ 5 __ '¾_o _...,;,,.,_79_7_0 x 0.05 = 399 #) 19~ (.ti_.,)-,01~•1,°'- 399 lbs. V 2 c.~ JOB 23-057 SHEET NO \ b OF ----CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE ~l 'S"'14,A'"/J~" '4 ~J n -i,;/ ">0'~4 .. 1e• P,i"' __ a_r_id_lin_e_.,0_s ______ 2_2 __ '¾_0 ____ ( _7_97_0 X 0.22, = l 753 # ) 1753 lbs. V = 5 ft. 351 plf OTF 2946 lbs. • HDU2 Gridline (] 8 % ( 7970 X 0.08 638 #) 638 lbs. V = 7 ft. 91 plf OTF 765 lbs. 'HDU2 Gridline G 5 % ( 7970 X 0.05 399 #) 399 lbs. V = 3 ft. OTF 1116 lbs. PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207 -1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed 3 MAR 2023, 12:21 PM l Steet"Cotumn . LIC#: KW-06016684, Build:20.23.2. 14 PCSD Engineering ·ProjeGt'Fiie-: Rol'lrbaugn,eGEI • • -' I (C) ENERCALC INC 1983-2022 DESCRIPTION: Patio Column Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x3/16 Overall Column Height 8.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free. Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 8.5 ft, K = 2.1 Y-Y (depth) axis : A plied Loads Column self weight included : 101.745 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 1.80, LR = 2.40 k BENDING LOADS ... EQ: Lat. Point Load at 8.50 ft creating Mx-x, E = 1.035 k Unbraced Length for buckling ABOUT X-X Axis = 8.5 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. DESIGN SUM_M_A_R_Y _________________ _ Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowablt Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y I Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.6072 : 1 +D+0.70E 0.0 ft 1.902 k 37.705 k -6.158 k-ft 10.581 k-ft 0.0 k-ft 10.581 k-ft 0.03595 : 1 +D+0.70E 0.0 ft 0.7245 k 20.156 k Maximum Axial + Bending Stress Ratios Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination DOnly ---- +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E StressRatio Status Location 0.050 PASS 0.00 fl 0.114 PASS 0.00 ft 0.098 PASS 0.00 ft 0.030 PASS 0.00 ft 0.607 PASS 0.00 ft 0.462 PASS 0.00 ft 0.597 PASS 0.00 ft Axial Reaction @Base 1.902 4.302 3.702 1.141 1.902 1.902 X-X Axis Reaction @Base @Top Cox 1.67 1.67 1.67 1.67 1.67 1.67 1.67 k Maximum Load Reactions .. Top alon.9.X-X Bottom along X-X Top along y.y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.9969 in at for load combination : E Only Along X-X 0.0 In at for laad cambinatian : 0.0 k 0.0 k a.a k 1.035 k 8.50ft above base 0.0ft above base Maximum Sti!!ar Ratios Cby Kxlx/Ry KyLy/Rx Stress Ratio Status Location 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 Y-Y Axis Reaction @Base 0.725 0.543 @Top 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.036 PASS 0.00 fl 109.29 0.027 PASS 0.00 ft 109.29 0.036 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx • End Moments k-ft My -End Moments @Base @Top @Base @Top -6.158 -4.619 . . . . . -~ ..... : .. ~.u.""""'a. .. 1'4# t~,..,. PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed· 3 MAR 2023, 12.21 PM [ Steef ·Cofumn: , . -Project• F.ii.: Rohsbaugt\,~-j t.....,..L"'ICc,.,#-: ~KW~-06""""01=66~-8~4-, ~Bu~ll-'d:-,.:20~.2'"'3~.2~.,'~4--'--'----------'--~p'c"=s""o~E~ng~in-ee-rin_g ____ _c... ____ ~~--,-...(C) ENERCALC INC19~ DESCRIPTION: Patio Column Maximum Reactions Load Combination +0.60D+0.70E Lr Only E Only Extreme Reactions Axial Reaction @Base 1.141 2.400 Item Axial Reaction Extreme Value @ Base Axial@Base Maximum 4.302 Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum 1.902 1.902 1.902 1.902 1.902 1.902 1.902 1.902 Moment, Y-Y Axis Base Maximum 1.902 Minimum 1.902 Moment, X-X Axis Top Maximum 1.902 Minimum 1.902 Moment, Y-Y Axis Top Maximum 1.902 Minimum 1.902 X-X Axis Reaction @ Base @Top X-X Axis Reaction @Base @Top -8.797 Maximum Deflections for Load Combinations Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Lr Only E Only Steel Section Pro rties Depth = Design Thick = Width Wall Thick = Max. X-X Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 fl 0.0000 in 0.000 ft 0.0000 in 0.000 fl HSS5x5x3/16 5.000 in I xx = 0.174 in Sxx 5.000 in Rxx 0.187 in Zx = Note: Only non-zero reactions are listed. k Y -Y Axis Reaction Mx -End Moments k-ft My • End Moments @ Base @ Top @ Base @ Top @ Base @ Top -----------0.725 -6.158 1.035 k Y-Y Axis Reaction @Base @Top 1.035 1.035 1.035 Max. Y-Y Deflection 0.000 in 0.000 In 0.000 in 0.000 in 0.698 in 0.523 in 0.698 in 0.000 in 0.987 in 12.60 in"4 5.03 in113 1.960 in 5.890 in113 -8.797 Mx -End Moments k:ft-My-~ EndMoments @ Base @ Top @ Base @ Top -8.797 -8.797 -8.797 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.500 ft 8.500 ft 8.500 ft 0.000 ft 8.443 ft J 19.900 in"4 Area 3.280 in"2 I yy = 12.600 in114 C = 8.080 in"3 Werght 11.970 pit s yy 5.030 in"3 R yy = 1.960 in 0.000 in ... Job#: l_3 ,op PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Page: / 2. of ____ _ Ph: 760-207-1885 ~'i.Oir\ ~~ r{Vl .. ~7 . p,._,,1 {!,{i.ristt:.n!P>< S r,.n P~u ;E.11 U1Ul.T'f.H Date: 6,l),1.'f Engineer: _______ _ @-., H .. 'bA-W. ©- ~ @-- ~ ti~ .... ~\',~ :, ,. ~ ~'1 h...1.•')11[~ l ()~~ @St1'i,.1.'1.. 1'4.1.LJ 1.v1 1-mvl "V\.V)(;uJ.( A-T lix.'t11Uot. LAA.\) ·DI=-Ab on...>. 1 I ,, p.. \? 0 I / ----========-- -© 1": ~~ I .45~c:\\~ : USE & S11t.Nl.. ~y '-"/ ·kOO'l \·4<,LOc>~ ~ ALL· FA1!U"l.. Wlll._$ O~Ao01 n.l: I ---"--0 /L,J ~,u/r;',trldenJWt ~m, ~o .Erynl!en'!f 3529 Coastview Ct -Carlsbad, CA 9201 O Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 6.<J FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = 1125 plf 1500 psf 0.75 ft {MIN.) => 9 INCHES (MIN.) USE 12 "WIDE CONTIN. FTG WI 2 -# 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING JOB 23-057 SHEET NO 13 OF 13 ~X CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE ASBP = 1500 psf Pa11 = 1500 • 12 • 36 _L. ~ L..W..J 6.3 PAD DESIGN Pl / "-. , .... _ ..... 2( .... Da.-.. ~) --'~ I SIZE 30 "SQUARE x 12 "THK WI 3 -# 4 EACH WAY 12 12 P aii = 4500 lbs 1=QA.Q Pm"" = I 500 * 3 2 P max= 9375 lbs •·c.. ........ ~ ........ :.. ....... ., .. . ! ... -44-, .... PCSO Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gma~.com ,-------·· I Cantilevered Retaining Wall -UCi: KW--06016684, Build:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Code Reference; Project TiUe: Engineer: Project ID: Project Desa: PCSO Engineering Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria ----- Retained Height = 3.00 ft Wall height above soil = 0.67ft Slope Behind Wal = 0.00 Height of Soil <>Yer Toe = 5.00in Water table above bottom of footing = 0.0ft Surcharge Lo~d_s _____ _ Surcharge Over Heel 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 50.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 130.0 lbs 90.01>& 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf EquivalentFluid Pn,ssure Method Active Heel Pressure 55.0 psf/ft = Passill'e Pressure = 200.0 psfllt Soil Densily, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingJISoil Friction 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load ... Height 110 T01= ... Height to Bottom Load Type 0.011ft 0.00 ft 0.00 ft = Wind(W) (Service leYel) Wind on Exposed Siem = 0.0 psf (Strength Le't191) Pr.nteo. 1~ SEP 2023 214PM Project File: Rohrbaugh.ec:6 : I (c:) ENERCALC INC 1963-2023 --........... __ _ Adjacent Footing Load _______ _ Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of wan Poisson's Ratio 0.0 ft 0.300 •·, ... -~ ............. : ..... -.,_,_ ! ... --44•.,i., PCSO Engineering 3529 Coastview Court Catlsbad, CA 92010 (760) 207-1885 paul.pcsd@grnail.com i Cantilevered Retaining Wall UCI : KW-06016684, Buit20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Project Title: Engineer: Project ID: Project Descr: Prmted 13 SEP 2023. 2 14PM Prqect FIie: Rohrbaugh.ec6 : (c) ENERCAl.C INC 1983-2023 --~esign Summary Stem Construction ----·-------•• ---------·-· -Bottom ··--··------- wan Stability Ratios Overturning = 2.68 OK Slab Resists All Sliding I Global Stability = 1.62 Total Bearing Load 1,476 lbs ... resultant ecc. = 2.14 in Eccentricity within middle third Soil Pressure @ Toe 765 psf OK Soil Pressure @ Heel 307 psf OK Allowable 1,500 psf Soil Pressure less Than Allowable AC! Factored @ Toe = 1,071 psf ACI Factored @ Heel = 430 psf Footing Shear@ Toe = 5.6 psi OK Footing Shear@ Heel 2.7 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 540.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead load Live Load Earth, H Wind,W Seismic, E '-200 1.600 1.600 1.600 1.000 Design Height Abow F" waa Material Above "Ht" Design Method Thickness Rebar Size Rebat Spacing Rebar Placed at ft= = = = = = 5'ernOK 0.00 Masonry ASD 8.00 , 5 24.00 Center Destgn Data ------·---· 1blF8 + fa/Fa OA35 Total Fon:e @ Section Senrioel.eYel Strength Level Moment .... Actual Service Level Strength Level Moment ..... Allowable Shear ..... Actual Service Level Strength Leve! Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Blocic Type Masonry Design Method lbs= lbs= ft-#= ft-#= psi= psi= psi= in2= psf= in= psi= psi= = in= = 322.5 360.0 881.3 3.5 45.4 91 .50 84.0 3.81 1,500 20,000 Yes 21.48 7.63 ASD SD SD Concrete 0ata ------------·----- fc Fy psi= psi= .. , .. : ·;,,,:.-.-.. :., ............ : ..... ,.,, ... PCSD Engineering 3529 Coastview Court Cartsbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com ---·-·----·-•--- Project Title: Engineer: Project ID: Project Descr: Pc:ntec. :3 SEP W23. 2 14PM PYu;ec:t FIie: Rohlbaugh.ec6 , : Cantilevered Retaining Wall L Lief: RW--OiloiililM, Biiil:211.23.08.30 ---------------------~E'.ng.•11111 ------------·---·--·--(Cf~3 DESCRIPTlON: 3' Ret. Wall @ Shed Footing Data Toe Width Heel Width Total Footing Width 0.67 ft 1.17 1.83 Footing Thickness = 12.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As '14 = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in T Footing Design Results 121 Fac\Oled Ple»UN, =-1,071 Mu': Upward = 417 Mu': Downward = 181 Mu: Design = 237 OK phiMn 26,913 Actual 1-Way Shear = 5.57 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu Heel 430 ~f 213 ft-# 576 ft-# 363 ft-# 2,500 ft-# 2.66 psi 40.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in. #9@ 46.29 in, #10@ 58.79 in Heel: phiMn = phi"5"lambda•s~rt(fc)"Sm Key: No key defined ·Min ·rooting,&$ reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in ·o.55 in·2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in -~-• • • PCSD Engineering 3529 Coastview Court · Car1sbad, CA 92010 • r _-:& ~-•H"':i (760) 207•1885 ~-• paul.pcsd@gmall.com ""-"It:'..=~ ~;..-,,..,, I C'antileve~d. Retair:iing. Wall .• LIC#: KW-06016684, Build:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Code Reference; Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 2.00 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads ____ _ Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 50.0 Used for Sliding & Overturning Axial Load A lied to Stem Axial Dead Load Axial Live load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for p-assive pressure 200.0 psflft 110.00 pcf = 110,00 pcf 0.400 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ... Height to Toi: 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 20.0 psf (Strength Level) Printed· 6 FEB 2024, 10:08AM Project FIie: Rohrt:>augh_.ec6· I (c) ENERCALC INC 1983-2023 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 fl Poisson's Ratio = 0.300 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: ProJect Descr: ~tllevered Retaining Wall UC#: KW--06016684. Bulid:20.23.08.30 ~--------..PCSDEngineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Desi n Summary Stem Construction Bottom Stem OK Design Height Above Fti; ft= 0.00 Wall Stability Ratios Wall Material Above "Ht" " Masonry Overturning = 2.95 OK Design Method ASD Slab Resists All Sliding ! Thickness = 8.00 Global Stability "' 1.21 Rebar Size = # 4 Rebar Spacing = 24.00 Total Bearing Load 1,134 lbs Rebar Placed at = Center ... resultant ecc. = 0.20 in Design Data Eccentricity within middle third lb/FB + fa/Fa = 0.592 Soil Pressure @ Toe = 510 psf OK Total Force @ Section Soil Pressure @ Heel = 465 psf OK Service Level lbs= 170.0 Allowable 1,500 psf Strength Level lbs= Soil Pressure Less Than Allowable Moment. ... Actual ACI Factored@ Toe = 715 psf Service Level ft-#= 343.3 ACI Factored @ Heel 651 psf Strength Level ft-#= Footing Shear@ Toe = 5.3 psi OK Moment. .... Allowable 579.7 Footing Shear@ Heel = 1.0 psi OK Allowable = 75.0 psi Shear ..... Actual Service Level psi= 1.9 Slldlng Cales Strength Level psi= Lateral Sliding Force = 307.5 lbs Shear ..... Allowable psi= 45.5 Anet (Masonry) in2 = 91.50 Wall Weight psf= 84.0 Rebar Depth 'd' in= 3.81 Masonry Data Vertical component of active lateral soil pressure IS rm psi= 1,500 considered in the calculation of soil bearing pressures. Fs psi= 20,000 Solid Grouting = Yes Load Factors Modular Ratio 'n' = 21.48 Building Code Equiv. Solid Thick. in= 7.63 Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= Seismic, E 1.000 Fy psi= SD Printed 6 FEB 2024, 1o·oaAM Pro~ File: Rohrbaugh.e.c:6 -, (c) ENERCALC INC 1983-~ ---- PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com 1 Cantilevered Retaining Wall Project Title: Engineer: Project 10: Project Descr: Printed. 6 FEB 2024, 1o·06AM Project File: Rohrt>aug_h..ec:6 I '"ttc#: KW-06016684, Build:20.23 .61! 30 ---PCSC> Engineering (c) ENERCALC INC 1 YSS-2023 DESCRIPTION: 2' Ret. Wall wl 5' Block Wall Footing Data Toe Width 0.67 ft Heel Width = __ jj.L._ Total Footing Width = 1.83 Footing Thickness = 12.00 in Key Width 0.00 in Key Depth = 000 in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density 150.00 pct Min.As% 0.0018 Cover@Top 3.00 @Btm.= 3.00 in Footing Design Results 121 Heel Factored Pressure = 715 651 psf Mu': Upward = 787 0 ft-# Mu' : Downward = 433 0 ft-# Mu: Design = 354 OK 0 ft-# OK phiMn = 10,125 OK -Flush Actual 1-Way Shear = 5.28 1.03 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = #4 @9.00 in Heel Reinforcing = Flush heel condition. No reinforcing required. Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in. #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.56 in2 0.26 in2 ,ft If two layers of horizontal bars: #4@18.52 in #5@ 28.70 in #6@40.74 in SIMPSON Strong-Tie Anchor Designer™ for Concrete Software Version 3.3.2403.1 1.Prolect information Project description: Location: Fastening description: 2. Input Data & Anchor parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h., (inch): 5.000 Code report: ICC-ES ESR-4057 Anchor category· • Anchor ductility· Yes hm1n (inch): 6.38 Coe (inch): 7.58 C""" (inch): 1. 75 Smon (inch): 3.00 Recommended Anchor Anchor Name: SET-3G™ • SET-3G w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: I Date: I 811012023 Engineer: I Page: I 1/4 19/ Project: Address· Phone: E-mail: Comment: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f c (psi): 2500 41,.v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout In shear· No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/11 o•F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checked for agreement with the exisbng circumstances the standards and guidelines must be checked for plausibility. S -o· .>0 .;, •• --~ • ;: ._,,~.,,a, •r· 5956 W Las Posttas Boulevard Pleasanton. CA 94588 Phone 925 560.9000 Fax: 925 847 3871 www.strongtie.com SIMPSON Strong-Tie Load and Gitometry Anchor Designer™ for Concrete Software Version 3.3.2403.1 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustafned tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nu, [lb): 0 V-.[lb]: 0 V.,.v (lb]: 1350 M.., [ft-lb]: 0 Mur [ft-lb]: 0 <Figure 1> z t ' X Company: j Date. j 8/10/2023 Engineer: I Page: j 2/4 Project: Address: Phone: E-mail: y 13501b Input data and results must be Checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibUity. -, ~, ·-~ '' ,,_, -,,,: '"'.:..:c,v ''" 5956 W Las Pos,tas Boulevard Pleasanton CA 94566 Phone· 925 560 9000 Fax. 925.647 3671 www.strongtie com SIMPSON Stro11g-Tie <Figure 2> Anchor Designer™ for Concrete Software Version 3.3.2403.1 • ,-t 3. co 3, ReJultinq Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nu, (lb) Shear load x, Vuax (lb) 0.0 Sum 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e·.,, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NJ (inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vv (inch): 0.00 co Shear load y, Vu,y (lb) 1350.0 1350.0 <Figure 3> I Date: I 8/10/2023 I Page: I 3/4 - 8 Lt') "' • ,-t Shear load combined, v(V-.}'+(V .. y)' (lb) 1350.0 1350.0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plauS1bility. S ..,n~rw "''''"J r., C· •• , •• , •• ,, '"" 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax. 925.847 3671 www.strongtie com SIMPSON -~Tie Anchor Designer™ for Concrete Software Version 3.3.2403.1 8. Steel Strength of Anchor In Shear CSec, 11,1,11 V,. (lb) tA,..,, ¢ tA,.utipV,. (lb) 7865 1.0 0.65 5112 Company: Engineer: Project: Address: Phone: E-mail: 9, Concrete Breakout Strength of Anchor in Shear 1sec. 11.1,21 Shear parallel to edge in x-direction: v., = minl7(1./ d.)02.Jd.J..../f ce., 1 S; g;..✓rce., 151 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) lo (in) do (in) ;.. fc (psi) c., (in) Vo, (lb) 5.00 0.625 1.00 2500 1.75 971 ¢V oox =¢ (2)(Avcl Avco) 'f'o<1.v'f'c.v'l'n.vVo, (Sec. 17.5.1.2, 17.7.2.1(c) & Eq. 17.7.2.1a) Ave (in2) Avoo (in2) 'f'oa,v 'l'c.v 'Pn.v V0y (lb) 13.78 13.78 1.000 1.000 1.000 971 10, Concrete Pryout Strength of Anchor io Shear /Sec. 17,7,31 I Date: I 8/1012023 I Page: 1414 ¢ ¢Vco, (lb) 0.70 1359 ¢Vcp = ¢ minlkcaNa ; kcpNool = ¢ min/kcp(ANal AN.o) 'Po<1,Na 'l'ca.N•Noo ; kco(ANcl ANco) 'Po<1,N'i'c.N 'f'cp,NNo/ (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kc,, .4..,. (in2) A-, (in2) 'P°"·"" 'Per,.,,., N.,, (lb) No (lb) 2.0 184.22 307.10 0.760 1.000 13312 6068 'f'c,N 138.75 225.00 0.770 1,000 11, Results Interaction of Tensile and Shear forces (Sec, 17.8) Shear Factored Load, Vua (lb) Steel 1350 U Concrete breakout x+ 1350 Pryout 1350 No (lb) 1.000 9503 Design Strength, v:Nn (lb) 5112 1359 6317 Nco (lb) 4512 Ratio 0.26 0.99 0.21 SET-30 w/ 5/8"0 F1554 Gr. 36 with hef = 5.000 inch me&ts the selected design criteria. 12. Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. ¢ 0,70 ipVcp (lb) 6317 Status Pass Pass (Governs) Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked tor plausibility, :::, ~p,:n 81,ong-T,ra i:),:;'~~Y :n,: 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone· 925.560.9000 Fax: 925.847.3871 www.strongUe.com SIMPSON Anchor Designer™ Software Version 3.2.2311.2 1.Project infonnation Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hm;n (inch): 11.38 Cac (inch): 22.57 Cmin (inch): 1. 75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-JG™ -SET-JG w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: l Date: [8/10/2023 Engineer: I Page: j 1/5 23/ Project: Address: Phone: E-mail: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, r e (psi): 2500 41.,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x W idth x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checked for agreement wi1h 1he existing cin::umslances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 __ stronglie.com SIMPSON 41 Load and Geometry Anchor Designer™ Software Version 3.2.2311.2 Load factor source: ACI 318 Section 5 3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nwi [lb]: 3854 Vuax (lb]: 0 Vua, (lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb): 0 <Figure 1> 0 ft-lb X Olb Company: I Date: l 8110/2023 Engineer: I Page: l 215 Project. Address: Phone: E-mail: 38541b z t 1 0 ft-lb Olb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 w. Las Posilas Boulevald Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.slronglie.oom SIMPSON Anchor Designer™ Software Version 3.2.2311.2 3. Resulting Anchor Forcu Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load. Nua (lb) Shear load x. v,_ (lb) 3854.0 Sum 3854.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 3854 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nx (Inch): 0.00 Eccentricity of resultant tension forces in y-axis, e•.., (inch): 0.00 4. Steel Strength of Anchor in Tension csec. 17,6.11 Nu (lb) I ?Nsa (lb) 13110 0.75 9833 s. concrete Breakout Strength of Anchor ;n Tension csec. 17.6.21 No= kcJ....Jfch.,1 5 (Eq. 17.6.2.2.1) kc ,l.. fc (psi) h., (in) 17.0 1.00 2500 10.000 26879 /PNcb = ip(ANcl ANco)'i'o<1.N'i'c.N'i'co,NNo (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) A111oo nn2> Ca.min (in) '11oa.N 'J'c.N 502.50 900.00 1.75 0.735 1.00 &, Adhesive Strength of Anchor in Jeo1ioo (Sec. 17,6.51 n.,., = n.,.,,f.,~1-1..-,11K,,,,(f,./2,5DD)" n..a (psi) fshOtt-torm K.., fc (psi) n 1356 1.00 1.00 2500 0.24 Noa= ,l orandaho1(Eq. 17.6.5.2 1) ,l. ra (psi) do (in) her (in) Noa (lb) 1.00 1356 0.63 10.000 26625 ¢N. = ¢ (ANel ANeo) '/-',a.Na 'l-'cp,N•N•• (Sec. 17.5.1.2 & Eq. 17.6.5.1a) AN, (in2) AN.o (in2) c,.,. (in) Ca.min (in) '11«1.N• 184.22 307.10 8.76 1.75 0.760 Shear load y. V...,(lb) 0.0 0.0 <Figure 3> 1000 26879 n.cr (psi) 1356 'Pcp,Na N,,.(lb) 1.000 26625 I Date: I 8/10/2023 I Page: I 4/5 Shear load combined, .J(V.,.,.)'+(V...,)' (lb) 0.0 0.0 -'+ : .. ...._ x; 0.65 0.65 ipNa, (lb) 7170 ?Na (lb) 7889 Input data and results must be checked IOr agreement wrtn Ille existing circumslanoes. Ille Slalldarcls and gu,delines must be died(ed for pCausibilily 5956 W. Las Positas Boulevalll Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.Slrong1ie.rom SIMPSON 11, Resutts • Anchor Designer™ Software Version 3.2.2311.2 loteractlon of Itos;te and Shear Forces (Sec, 11,a> Tension Factored Load. N •• (lb) Steel 3854 Concrete breakout 3854 Adhesive 3854 Company: Engineer: Project Address: Phone: E-mail: Design Strength. eN. (lb) 9833 7170 7889 Ratio 039 0.54 0.49 SET-JG w/ 5/8"121 F1554 Gr. 36 with hef c 10.000 inch meets the &elected design critsria. 12, Warnings -Designer must exercise own judgement to determine If this design Is sultat>le. -Refer to manufacturer's product literature for hole cleaning and installation instructions. I Date: 18/10/2023 I Page: j 5/5 Status Pass Pass (Governs) Pass Input data and results must be checked roc agreement Wlth lhe existing =mstances. the Slandards and glffdelines must be checked for plausibility. 5956 W. Las Posnas Boulevan:I Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.1"47.3871 -.lllongtie.com PCSD Engineering Corp 3529 Coastvlew Court Carlsbad, CA 92010 Ph: 760-207-1885 0 -.;:t 00 ON ~ coo ~ 0 .;! ~a ON T""" -~ :r i= 0) <.O < 15 0 a) 0 -.;:t ~ a: ~ <.O ex, I w~ f-a T""" ~ ~a N ::E a: -o N ~ UJ .,., tD 0 t--0 lD z Co N .. a: i ..... l!)_ ::, u > 00 •,( V, a) N ..... 0: C() w ::c ~ ..... 0 O 01-':':~ N ~ ~ U :_ z' 0 a -.::t" CL N<t i= M 15 I 0 :E ·-0 M N-§ ~ N w >U ::: l!) 0 ~ N w .-·-0 0::: o c t--a::: 0 -V, m 0 Q. N a: z u <: Structural Design Calculations Residential Addition Client A7 Group Inc Project Rohrbaugh Residence 2001 Cima Court Carts 2008 Paul S. Christenson RCE C57182, exp 12/31/23 February 24, 2023 Rev. 8-13-24 PCSD File #: 23-057 P A IAl L'-l,...r,,it1.,-.1,.>"n SA►, !"'t.ufo .Ln"°•►1-uri.~-, Paul Christenson San Diego Engineering 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Rohrbaugh Residence 23-057 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 ~ M Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood I-Joists: TJ/ 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi@ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ~ ,ru/f;,tn'.de.1t.ro.1t 'ef,.,, .t:fu:_,o bfaeervtJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 SHEET NO 1,.. OF -----,.-- CALCULATED BY PSC DATE 2/24/23 CHECKBY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof (Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. IoL= }:LL= Total Load = 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists I oL = I LL= Total Load= 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls I oL = Iu = Total Load= Exterior Wall 7/8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. 5.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 14.0 psf 20.0 psf 34.0 psf 5.0 psf 2.0 psf 2.8 psf 1.2 psf I 1.0 psf 20.0 psf 31.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf I. I psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I. I psf 2.3 psf 8.0 psf ? ,u/f;,rTIJ'R!JtJY,Jt ';In, 25Uff" bJut6eTUIJ 3529 Coastview Ct -Carlsbad, CA 9201 o JOB 23-057 SHEET NO ~ OF ___ _ CALCULATED BY PSC DATE 2/24/23 CHECKBY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTINl 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. IoL = I LL= Total Load= 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = l IO mph Exposure Cat = B Ps = 'AKzt•l*Ps30 P = 26.6 psf P = 16.0 psf 2.7 Seismic SMs = F.s. SMs = 1.232 S05 = 0.822 Sos Cs = (R/1) Cs= 0.126 USE: V= 0.126 WoL (ASCE 7-16-Equation 28.5-l) (*0.6 ASD) (11.4.5) ASD BASE SHEAR 'A = 1.00 (fig. 28.5-1) Ps30 = 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION S, = 1.027 S1 = 0.37 I F. = 1.20 F = V 0.00 R = 6.5 I = 1.00 hn = 15.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY s, <0.75 s, >0.04 Ss>o.1s (11.6 ASCE 7-16) (I 1.4.2 ASCE 7-16) (fig. 28.5-1) (table l.5-2) T • = C1 * (h.,)0 75 = 0.152 Ts = S0 i/Sos -0 k = 1.0 ~qn. 12.8-1 Nol 01 Ta<0.5 Seismic Design Category: D 2/20/23, 2:34 PM . . Rohrbaugh U.S. Seismic Design Maps OSHPD ~A-1 2001 Cima Ct, Carlsbad, CA 92009, USA Latitude, Longitude: 33.081195, -11 7.2642819 \ ' ' ' ' ir.cewood Ln Google ' ' 1 Date Design Code Reference Document Risk Category Sit, Class Type Value Ss 1.027 s, 0.371 SMs 1.232 SM1 null -See Section 11 .4.8 Sos 0.821 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 0.451 FpoA 1.2 PGAt-4 0.542 TL 8 SsRT 1.027 SsUH 1.149 SsD 1.5 S1RT 0.371 S1UH 0.41 S1D 0.6 PGAd 0.519 PGAi.JH 0.451 https:/lwww.seismicmaps.org l:.\TheWiseOx Y Butcher & Deli 9 • Auto Appraisal Network in San Diego, CA Property Alliance 9 Anillo wa-, ~isa "1\s\a \,a Description 2/20/2023. 2:34:24 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 Numenc sejs,njc design 11.alus at 0.2 second SA Numeric seismic design value al 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Map data ©2023 113 ~FO~TEWEB 0 MEMBER REPORT Roof Framing, (RR-1) Rafters 1 plece{s) 2 x 10 OF No.2@ 16" OC Overall l ength: 18' T · All locatlons are measured from the outside face of left support (or left cantilever end). All dlmenSions are horizontal. .,_an~ ·.: . ~ t: -• ~•&.oaotlDit./ '· ·~# ~., :~·:';:':: .. itNii ' ,f t io,.;. i.iif~ ~) '., ·, '' Member Reaction (lbs) 434@ 2 1/2" 3281 (3.50") Passed (13%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 384@ 1' 3/4" 2081 Pas.sed (18%) 1.25 1,0 D + 1.0 Lr (All Spans) Moment (R•lbs) 1925@ 9' 3 1/2" 2537 Passed (76%) 1.25 1.0 D + 1.0 Lr (AJI Spans) Live LOad Deft. (In) 0.413 @ 9' 3 1/2" 0.908 Passed (L/528) .. 1.0 D + 1,0 Lr (All Spans) Total LOad Deft. {In) o. 722 @ 9' 3 1/2" 1.211 Passed (L/302) .. 1.0 D + 1.0 Lr (All Spans) • Deftection aiterta: LL (L/240) and Tl (L/180), • Al~ moment does not reflect the adjustment for the beam stabiNty factor. • A 15% Increase in the moment a,pacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS, 1-Studwall -OF J.so· 3.50" 1.50" 186 248 434 Blod<lng 2-Stud~·OF 3.50" 3.50' 1.50" 186 248 43'1 Blocklng • Blodclng Panels are assumed to cmy no loads applied tiredly above them and the full load Is applied to the member being designed. 5' 6" o/C 1rr r o/c I •Maximum allowable bracing Intervals based on applied load, f ~ ·,-' •• _. :'6 •'1 v~;toact , ,, .. ' °"""' 'M!DfU.. ', ,. •, .. 1 , -~'~a,c1.ii,~~'J;,:,i; :;,: :+.:~~~;~I~,C,:!Ol ,;: · (~:~~Hf>' ~;~:> 1 • Uniform (PSF) a 1o 1s· 1· 16" 15,0 20.0 Default Load w '-, _ .... : ~ ,.~:,. ~ .. ; PASSED .. 0 System : Roof Member Type : Joist Bulldlng Use : Residential 8ulldinO Code : !BC 2018 Oe5lgrl Methodology : ASO Member Pitch : 0/12 wev,,rt,aeuser wanants that the sizing of Its products will be In accordance with Weyertlaeusef product design cr1ter1a and published desQ, valUes, Wevert,aeuser expressly disdalms any other warratties related lo the software. use of this software Is rot Intended to cireumvent the need ro, a design professional as detl!rmlned by the authority having )UrfsdiCllon. The designer of record, builder or framer Is responsible 1o assure that !his calruation Is compaijble with the oYerall project Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed bv this softwMe. Products manutadured at Weyertlaeusel' fadfltk!s are third-party certlffed ID sustlllnable forestry standa<ds. Weyerhaeuser Enginee,ed Lumber Ptoc1Jcts have been evaluated by ICC·ES uncle< evakJatlon repo<ts ESR·llSJ and ESR-1387 atndfor tested 1n accordance with al)lllkable AS™ standards, For current code evaluatkln reoorts. Wevemaeuser product literature and installation deti!ffs refer lo www.weyemeeuser.com/woodproduct!(document.ffbrary, The product application, Input design loads, dlmenslons and support: Information have been provided by ForteWEB Software Operator PoneW!B Software O!MnlDr JobNolles Paul Christenson PCSO Enoo-rlng (760) 207· 1885 A paul,pcsd@omall.com Weycrh•cuser 2/22/2023 8:04:20 PM UTC ForteWEB v3.S, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~IFORTEWEB 0 5· MEMBER REPORT Roof Framing, (RR-2) Ra~ers 1 piece(s) 2 x 10 OF No.2 @ 16" OC Overall Length 19' 1'' 13' 5" lil ' I l ~ Drawing Is Conceptual. All locations are measured from the outside face of left: support (or left cantilever end). All dimensions are horizontal (typ,). Design Results Actual O Location •Alloweit Result LDF Load: Combination (Pattern) Member Reaction (lbs) 588 @ 5' 1 3/4" 3281 (3.50") Passed (18%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 313@ 6' 3/4" 2081 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 867 @ 12' 8 5/16" 2537 Passed (34%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Uve Load Den. (In) 0.112 @ 12' 2 3/8" 0.686 Passed (L/999+) -1.0 D + 1.0 Lr (Alt Spans) Total Load Den. (In) 0.175 @ 12' 3 1/2" 0.915 Passed (l./942) -1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/240) and n (L/180). • Overhang deflection criteria: Ll (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam st!blllty facto,. • A 15% increase In the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NOS. Bearing Length . Loads to Supports (lb~) Supports Total Available Required Dead RC)Of Uve Factored Accessories I • Stud wall • OF 3.50" 3.50" I.SO" 242 346 588 Blocking 2 • Stud wall • OF -,.so· 3.so· 1.50" 114 176 290 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load 1s applied to the member being designed. Lateral Bracing Bracing Intervals Comments ,. "' ' .. , Top Edge (Lu) IS' 4" o/c Bottom Edge (l.lJ) 19' l "o/c •Ma)dmum allowable bracing Intervals based on applied load. Dead Roof Live ~ Vertical Load Location (Side) 'Spacing (0.90) ,(1.25) Comments 1 • Un~orm (PSF) 0 to 19' I" 16" 14.0 20.0 Default Load Weverhaeuser Notes PASSED L\k) 0 Member Length : 19' l " System : Roof Member 'Type : Joist BUIiding Use : Resldentlal Building Code : !BC 2018 Design Methodology : ASO Member Pitch : 0/ 12 Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other wammbes related to the software. Use of this software Is not Intended to circumvent the need fa, a design professional as determined by the authority having 1urisdiction. The desigl'M!t' of record, buHder a, framer Is reSj)Onsible to assure that this calculatlon ,s compacible with the overall project. AccesSOl'les (Rim Board, Blocking Panels and Squash Blocks) are not designed by this sottware. Products manufactured at Weyerhaeuser facilities are third-party ~Red to sustainable fa,estry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR-1153 and ESR-1387 and/a, b!sted In accordance with applicable ASTM standards. For current code evaluation repa,ts, Weyerhaeuser product literature and Installation detl!lls refer to www.weyerhaeuser.com/woodproducts/ document-library. • • The product application, Input design loads, dimensions and support lnfa,mation have been provided by ForteWE8 Soltw8re Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmail.com 8/13/2024 3:32:00 PM UTC ForteWEB v3.8, Engine: VB.4.1.24, Data: VB.1.6.3 File Name: Rohrbaugh Page 1 / 1 ~lf:ORTEWEB + 0 . ' I El MEMBER REPORT Roof Framing, (RR-3) Rafters 1 piece(s) 2 x 6 OF No.2 @ 16" OC Overall Length 1 1 • 1 O" ,,. 3- l• :./'.:': ·1 ~ Drawing Is Conceptual. All locatlons are measured from the outside face of left support (or left cantilever end). All dlmenSlons are hortzontal (typ.). Design Results Actual O Location Allowed Result lDF I.pad: Combination (Pattern) Member Reaction (lbs) 268@ 2 1/2" 3281 (3.50") Passed (8%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 234 @9" 1238 Passed (19%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 739@ s· 11· 1060 Passed (70%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Den. (In) o.306 @ s· 11" 0.571 Passed (L/447) --1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) o.s21 @ s· 11" 0.761 Passed (L/263) -1.0 D + 1.0 Lr (All Spans) • Deftectlon crtterta: LL (LJ240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • /1. 15% Increase In the moment capacity has been added to account for repetiUve member usage. • Applicable cakulatlons are based on NOS. Bearing length , loads to" Supports (lbs) Supports ' T0tal Avaiiable' Required D~ Rc,ofU,e Fllctoted Accessories 1 -Stud wall -OF 3.50" 3.50" I.SO" uo 158 268 Blocking 2 -Stud wall -OF 3.50" 3.50" I.SO" 110 158 268 Bloddng • Blocking Panels are assumed to cany no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments . - ' . • ' L 'Tap Edge (Lu) 9' 10" o/c Bottom Edge (Lu) 11' 10" 0/C •Maximum allowable bracing Intervals based on applied load. Dead Roofllve Vertical toad Location (Side) Spacing (0,90) (1.25) Comments I -Uniform (PSF) o to tr 10" 16" 14.0 20.0 Default Load Weverhaeuser Notes ... PASSED + 0 Member Length : 11' 10" System : Roof Member Type : Joist Building Use : ResldenUal Building Code : IBC 2018 Design Methodology : /I.SO Member Pitch : 0/12 Weyerhaeuser warrants that the slllng of Its products will be in accordance w,th Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties re.lated to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurlsdiction. The deslgner of record, builder or framer is responsible to assure that this cakulatlon Is compatlble with the overall project. Aecessorles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this sortware. Products manufactured at Weyerhaeuser facilities are third-party certified to SU6talnable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by I<;C-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applica~le ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document~ibrary. The product applicatlon, Input des,gn loads~ dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pesd@lgmall.com Weyerh.1eustr 8/14/2024 2:15:14 PM UTC ForteWEB v3.8, Engine: VS.4.1.24, Data: V8.1.6.3 File Name: Rohrbaugh Page 1 / 1 ~I FOflTEWEB (j] MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1plece(s)31/2" x 11 7/8" 2.2E Parallam® PSL 10' 4" All locations are measured from the outside race of left support (or left cantilever end). All dimensions are horizontal . Daalan' lleiidl:!S ,.., •. ~•~'".' ...... , ~••, ui,c, ... :.Cci111111a1i811'~} Member Reaction (lbs) 5079@2" 7656 (3.50") Passed (66%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 4556 @ 1' 3 3/8" 10044 Passed (45%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1a1SJ @4' r 24878 Passed m%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defl. (In) 0.183@ 5' 3 3/4" 0.529 Passed (l/696) --1.0 D + 1.0 Lr (All Spans) Tot.al Load Detl. (In) 0.337 @ 5' 3 13/16" 0.706 Passed (l/377) --1.0 D + 1.0 Lr (All Spans) • Deftectlon crtter1a : LL ( lJ 240) and Tl ( lJ 180) , • A.llowed moment does not reflect the adjustment for the l:M!am stablMty factor. I . . ---~-: ' • .....,.,...(Al!s) .. ,, ·1 ,. T ... ~ ~'Cf!~n!±-·~-·~ .......... o.r· 'll\lill U.-:, :. ,, -,,,; l • Column • DF 3.50" 3.50" 2.32" 2358 2721 S079 Bkld<lng 2 • COI\Jl'l'ln • DF 3.50' 3.50' 1.95" 2011 2259 4270 lllOd<ilig • Blacldng Panels are assumed to ~rry no loads applied clrectly above them and the full load Is applied tn the member being designed . • 'llnOlg·~ • ' ' ~ Top Edge (Lu) 10' 11' o/c Bottom Edge (Lu) 10' 11" o/c •MaXlmum allowable bracing lntl!rVals based on appied load. ,· J)ad. Jtilet'U,,.· .. . - (0.90}_ . ,~·LD), .. ~- 0 • Self Weight (PlF) 0 to 10' 11" N/A 13.0 1 -Uniform (PSF) 0 to 10' 11" (Front) 10' 15.0 20.0 Default Load 2 -Unlfonn (PLF) 0 tn 10' 11" (front) N//\ 45.0 Default Load 3 • Point (lb) 4' 7' (Front) NIA 2098 2797 Default Load No1- lfil ~, ! PASSED 1 System : Roof Membl!r Type : Drop Beam Building lJse : Residential BuMding Code : !BC 2018 Design MeUKmlogy : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the sizlno of its products will be In accordance with Weyerhaeuser product design crl!Eria and published design values. Weyerhaeuser expttSS)y dlsdalms any other warranties related tn lhe software. use of thlS sortware ls not Intended tn circumvent tlie need fOr a design professional as determlned by the authortty tlav1fl0 Jul1sdlc1lon. Toe cleSlgner or r,,conl, bunder or framer Is responsible tn assure that this caklJlatlon Is compatible with the OV!!rall proJect. Accessories (Rim Board, Bloddng Panels and SquaSh lllod<s) are not designed by thlS software. Products manuractured at w~user fadlltles are third-party cerllffed tn SUS1lllnable forestry standards. Weyemaeuser Engineered Lumber Products have been evalua~ by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In acmrdance with applicable AST1'1 standards. For current rode evaluation reports, Weyemaeuser product ~teralure and lnstallatlon details refer to www.weyerhaeuser.com/woodprnducts/documenHlbrllry. The product appllcatlOn, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator '°'111Wl!II 5oftware Operator Job Notes Paul Olristenson PCSD Engineering (760) 207-1885 pauLpcsd@gmall.com Weycrh.lcu~cr ------------------- 2/22/2023 8:07:34 PM UTC ForteWEB v3.5, Engine: VB.2.3.63, Data: VB.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FO~TEWEB' 0 Ii] MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall length: 12' 7" All locations are measured from the outside face of len: support ( or left cantilever end). All dimensions are horizontal . <OMlan ReiWib" , •· . ·--.. ~---~.-~ ·, . ,,~ _.,..... _:, i.DF:-, !,Gad: eo"111, .... ~c~>, Member Reaction (lbs) 5002 @2" 7656 (3,50") Passed (65%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3983 @ 1' 3 3/8" 10044 Passed ( 40%) 1.25 1.0 D + LO Lr (All Spans) Moment (ft·lbs) 14912 @ 6' 3 1/2" 24878 Passed (60%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Def!. (In) 0.239 @ 6' 3 1/2" 0.613 Passed (L/616) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 0.412 @ 6' 3 1/2" 0,817 Passed (L/356) ·-1.0 D + 1.0 Lr (All Spans) • Deflection crttena: LL (l/240) and n (l/180). • Allowed moment does not reflect the adjustment for the beam stability factor. ', .. •>:'~~-, .. --:';._., • ......._·<!bali- TcMij -~ •·~· '.o.id . 1~.U..: ~-~;_, 11~- l • Column • OF 3.50" 3.50' 2.29" 2108 2894 5002 Blodclng 2 • COIUIM • OF 3.50" 3.50" 2.29' 2108 2894 5002 B16ckino • lllocking Panels are assumed to carry no loads app,ed directly atx,,e them and the ful load is applied to the member being designed. __ .- Top Edge (Lu) 12' r o/c Bottllm Edge (Lu) 12' r o/c •Maximum allowable bracing lnte<Vals based on applied load. ,· -~ ' -.-.,u.. " co.•>-:: . c~·1.2s{ ~ 0 • Self Weght (P\.F) 0 to 12' 7' NIA 13.0 I • Uniform (PSFJ 0 to 12' 7" (Front) 23' 14,0 20.0 Default Load -~-'·1, ·.,,..,.,.,, PASSED ti .. 0 System : Roof Member Type : Drop Beam Building use : Residential Building Code : IBC 2018 °"59> Methodology : ~ Member Pitdl : 0112 ·w: Nnhia· -·;, ' • •·, ·.-•·:· •; : _ ., , · ; , I ' ' Weyerhaeuser wan-ants lhat the sizing ~ Its products wil be In accoroarce with Weyerhaeuser prod.ct design crlt,,na and published design values. Weyert,aeuser expressly disclaims any other warranties related to the software. Use of this software Is not lnt,,nded to circumvent the need ro,-• deslgn professlonal as detl!mined by the authortty ha-Ang Jurisdiction. The desl11>« of record, bulkier or frllmer Is resp:,nslble 1D assure that this calculation Is compatible with the overall project, Accessories (Rlm Soard, Bloddng Panels and Squash Blod<s) are not designed by this software. Products manufaclured at Weyerhaeuser facilities are third-party certtfled to suSt!lnable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluaUOn reports ESR· 1153 and ESR-1387 Mid/or tested 1n accordance with appllcable ASTM -rds. for current code t!llalual!On reports,~ product l11l!nmlre and lnstallimon -. refer m www.wevem-.com/woodproducts/document41brary. The product ailPlicatiOn, input deSign loads, dimensions and support information have been provided by ForteWEB Software Operator ,_Wl!B Softwani Operator llllb- Paul Chnstenson PCSO Englneertng (760) 207-1885 A paul.pcsd@gmall.com WeycrhJeu~ 2/22/2023 8: 11 :35 PM lJTC ForteWEB v3.S, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB MEMBER REPORT Roof Framing, (RB-3) Patio Bm 1 plece(s) W8X31 (A992) ASTM Steel Overall Length: 30' 0 ,.........., 29 5" [TI All locations are measured from the outside race or left support (or left cantilever end). All dimenSlons are horizontal. Daitlcni .... ' ,~ ..... ~.', h -AllDMiif _:'· ..... •· _1,0,' .' ~:~(ha11111) ~ --~~' ,.- Member Reactlon (lbs) 3090@2" 21700 (3.50") Passed (14%) ·-1.0 D + 1.0 Lr {All Spans) Shear (lbs) 3030@ 3 1/2" 45600 Passed (7%) -1.0 D + 1.0 Lr {All Spans) Moment (Ft-fbs) 22663@ 15' 38719 Passed (59%) .. 1.0 D + 1.0 Lr (Alf Spans) Live Load Defl. (In) 0.546@ 15' 0.989 Passed (L/652) --1.0 0 + 1.0 Lr (All Spans) Total Load Oefl. (In) 1.125@ 15' 1.483 Passed (L/316) .. 1.0 D + 1.0 Lr (All Spans) • Deflectlo<I cnteria: Ll {L/360) and n (LJZ'I0). • Applicable calailaoons are based on ANSI/AISC 360-16. • A lateral-to,s,onal buckling factor {C..) of 1.0 has been assumed. 1 • Column • Of 3.50" J,50" J,SO" 1590 1500 3090 llloc:klnO 2 -COiumn • OF 3.50" 3.50" 3.50" 1590 1500 3090 Blocking • Blocldng Panels are assumed to cany no loads "Pl)lied directly above them and the ru1 load Is aj)l)iied ID the member being designed. Top Edge {Lu) End 8eat1ng Polnls Bottom Edge {Lu) End Bea~ng Points ·-I''. " ''I' ss..i. -.t _ ' , -.u.. •f ', • Loralloll(a.)_ ,'; -~-Wlibl • (030)0 •• (~,i~~-~- 0 • 5eff Weight {Plf) 0 to 30' N/A 31.0 1 • uniform (PSF) 0 to 30' 5' 15.0 20.0 •· PASSED ,/ 0 System : Floor Member Type : Drop Beam Building Use : Resldentlal Building~ : !BC 2018 Oeq1Mell10dology:ASO l Weyerflaeuset warrants that the sizing of Its products wtl be In accordance with \Veyerha!!User pro(iJct design at~ria and published design values. \Yeyerhaeuser expressly dlsdalms any other warranties related to the software. Use of this software Is not ln~nded to circumvent the need lor a design profe<Slonal as determined by the autnonty having JIM'isdlcl1on. The desl~ of record, builder or Ira~ Is responsible to as..,,. that this calculation is compaUble with the overall project. Accessories (Rim Board, 81od<Jng Panels and Squash Blocks) are not designed by tNs sof\Ware. Products manufactured at Weyerhaeuser facllltles are third-party certified to SUSlillnable forestr; standards. Weyerflaeuser Engineered Lumber Products have been evalUllted by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In ocmrdance with appllo,ble "5T1'I standartls. for current codl!! evaluallon repons, Weyemaeuser prtxlUct ~ and lnstlllllmon -• ..-10 www.weyemaeuser.a,m/woodproducts/document·llbrary. The product application, input deSign loads, dimensions and support lnformatton have been l)rl)Yided by ForteWE8 Software Operator For1BWH Software Operator lob Notes Paul Chnstenson PCSD Engineering (760) 207-1885 A paul.PCsd@Omall.com 2/22/2023 8:14:50 PM UTC ForteWEB v3.S, Engine: VS.2.3.63, Data: VB.1.3.6 File Name: Rohrbaugh Pagel /1 :.iii ~ORTEWEB MEMBER REPORT Roof Framing, (RB-4) Patio Bm 1 piece(s) W8X18 (A992) ASTM Steel Overall Length 26' + 0 25' 5" [TI All locations are measured from the outslde,tace of left support (or left cantilever end). Alt dimensions are horizontal. Design· Results • Actual C location Allowed" , Result . f LDF Load: Combination (Pattem) ' Member Reaction {lbs) 1790@ 2" 14241 (3.50") Passed {13%) --1.0 D + 1.0 Lr {All Spans) Shear (lbs) 1712 @ 3 1/2" 37444 . Passed (5%) --1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 8877@ 13' 8" 11692 Passed (76%) --1.0 D + 1.0 Lr {All Spans) Live Load Defl. (In) 0.266 @ 12' 9" 0.8S6 Passed (L/999+) --1.0 D + LO Lr {All Spans) Total Load Def!. {In) 0.564 @ 12' 9 1/2" 1.283 Passed (L/546) --1.0 D + 1.0 Lr (All Spans) • Oeflect1on criteria: LL (l/360) and TL (l/240). • Applicab~ calculations al"! based on ANSI/AISC 360-16. • A lateral-torsional buckling factor (C•l of 1.0 has been assumed. llearillfl Length Loads to,SUPpo,;b (lbs) .,, - Supports .. .-l Total Available R'l'luireci Dead Roof lll(e' Factored Accessories .. . 1 -Column -OF 3.50" 3.50" 3.50' 901 890 1790 Blocking 2 -Column -OF 3.50" 3.50' 3.50' 589 474 1064 Blocking • Blod<ing Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bradng Intemrals Comments "'' :; ' • "--', -'." t:' . ·j -➔1,, Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points ,; ' Dead RoofUve . . Vertical Loads' Location (Si~) Tributary Width (0.90) (non,snow: 1.25) Comments. 0 -Self Weight (PLF) 0 to 26' N/A 18.0 .. 1 -Uniform (PSF) 3' 3" to 13' 9' 2' 15.0 20.0 2 -Uniform (PSF) 13' 9'' to 26' 1' 15.0 20.0 3 -Point (lb) 13' 9" N/A 174 233 4 -Uniform (PSF) Oto 3' J" 7' 2" 15.0 20.0 Weverhaeuser Notes . "I P.ASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design MethOdOlogy : ASD Weyerhaeuser warrants that the sizing of its products will be In accordance witll Weyerhaeuser product design oiterta and published design values. Weyemaeuser expressly disclaims any other warranties related to the software. Use of this softw~re is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, buUder or framer Is responsible to assure that this calculation is,. mmpatit?le with tile overall project Accessor1es (Rim Board, Slocklng Panels and Squash Blocks) are not designed by tills software. Products manufactured at Weyerhaeuser facilities are third-party certiAed to sustainable for!stry standards. Weyerhaeuser Engi~r!C Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluaijon reports, Weyerliaeuser product literature and Installation details refer to www .weyerhaeuser.com/woodproducts/docurnent-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator -,• , " ForteWEB Software Operator Job Notes Paul Cllrtstenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmail.com Weycrh,1cuser 2/6/2024 5:55:29 PM UTC ForteWEB v3.6, Engine: VS.3.1.5, Data: VS.1.4.1 File Name: Rohrbaugh Pagel /1 :-IFORTEWEB. 0 m MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 plece(s) 4 x 10 OF No.2 Overall Length: 11' 1- ;' ..;,~. r:i7 . .. .., -~ ·--~ :,"{~:. *-~ 10' 6" All locations are measured from the outside face of left support ( or lef't cantilever end). All dimensions are hortzontal. . ·o-ian,"~ .. ; .·,,.._;.~-:: . . ,i't. ~--,.:• .... ' U,,.·· ~~.~J. .. ·t<1ember Reaction {lbs) '175()'@ 10' 11· 7656 (3:50") Pllssed'(23%) -·1.0·0 + 1.0 Lr (All'Spans) Shear (lbs) 1648 @ 10' 1/4" 4856 Passed (34%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-fbs J 5482@ r 5" 5615 Passed (98%) 1.25 1.0 D + 1.0 Lr (Alf Spans) Live Load Deft (In) 0.134 @ 5' 10 9/16" 0.538 Passed (l/964) --1.0 D + 1.0 Lr (All Spans) Total Load Def!. (In) 0.263 @ S' 10 5/8" 0.717 Passed (l/491) --1.0 D + 1.0 Lr (All Spans) • Deflection cntena: LL (L./240) and TL (L/180). • "'lowed moment does not reflect the adjustment for the beam stability factor. • Appllc:a~ calaJlatlons are based on NOS. , • • , .. ,·,-·l: • Su~-:·.,. , ·'• ·-:,..;,_ i8alirilil·.....-, ,,. ,, :'' ~~J-•!''' .,'; . . .,, ._ - 't _:· T~ • .f,1!1~:.-....-•~•f : ~::: .....,~ ,~ ·•• ··~ i.,. I -Column -DF 3.50" 3.50' I.SO' 546 573 1119 Bloddng 2 -Column -OF 3.50" 859 891 1750 Blodung • llloddng Panels are assumed to a,rry no l~s applied directly above them and the fun I~ Is applied to the memoo-being deslgned. Top Edge (ui) 10' 3' o/c Bottom Edge (Lu) 11' t• 0/C •Maximum alowable bracing Intervals based on aP!]led load . . . f • -_.,_j .AoaflM 'fl!~".'~ ,:'~O.IO)·, (~-!:~ ~-, 0 -Se~ Weight (Pl.F) Otoll'l" 8.2 1 -Uniform (PSF) a to 11' I" (Front) 2'6" 15.0 20.a Default Load 2 -PO!nt (lb) 7' 5" (Front) N/A 898 910 Default Load --.: ~-.. ,.:f. ' PASSED 10/ + 0 System : Roof Member Type : Drop Beam Building Use : Resldentfal Building c.ode : !BC 2018 Design Met!lodOIOg\f : ASD Member Pltx:h : 0/12 Weyemaeuser warrants that the slzlO!I of Its products will be In acco<tlance with Wevert,aeuse, product design criteria and published design values. w~ expressly d!sdalms any Olher willTIOtleS -to lhe software. Use of this software Is not Intended ID clrcumlfellt the need for a desiQ<, i,rofuslonal as determlnod l,v the authority havt1111 jut1sdictlan. The desq,e, at record, bullde< or rramer Is responsi~ to assure that tl1is calculatfon Is compatible with the overall project. Accessories (Rim Board, l!loc:king Panels and Squash Blocks) are llOt deslgled by this softw11te. Products manufactured at weyemaeuser l'aclllt1es are tlllrd-party cert!fled to 5\Jstalnabfe forestry standards. Wev,,maeuser Engineered Lumber Products ha.e ~ evaluated by ICC-ES ..-.der evaluatlon reports ESR-1153 and ESR-1387 and/or tesbed In acrortlance with a!lllllcable AS™ standards. For current code evaluation reports, Weyemaeus,,r product literature and lnstaHatlon details refer to www.wey,!<tiaeuser.cofT\lwoodproducts,'document..flbnwy. Tlle product a!lllllcatlon, input de51gn loads, clmenslons and support Information ha.e been provided by ForteWEB Sottware Operator l'or1IIWl!B Software ()ponlllr Job~ Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weyerhaeuser 3/3/2023 8:24:21 PM UTC ForteWEB v3.5, Engine: VS.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Page l/1 ~l fORTEWEB + 0 I [TI MEMBER RE!>ORT l,t'Q:;~- Roof Framing, (RB-6) Mdr Bm 1 piece(s) 6 x 12 DF No.1 15' 6'' ' ,., ' I ' ~ ~ ~ Drawing Is Conceptual. All locat!ons are measured from the outside race or left support (or le~ cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load: CombinatlOl'I (Pattern) Member Reaction (lbs) 3413@ 2" 12031 (3.50") Passed (28%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2882@ l' 3" 8960 Passed (32%) 1.25 LO D + 1.0 Lr (All Spans) Moment (Ft-lbs) 13158@ 8' 1/2" 17048 Passed (77%) 1.25 1.0 D + 1.0 Lr (All Spans) live Load Defl. (In) 0.290 @ 8' 1/2" 0.788 Passed (LJ652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.527 @ 8' 1/2" 1.050 Passed (LJ359) .. 1.0 D + 1.0 Lr (All Spans) • Oeflectlon cnte~a: LL (L/240) and Tl (lJlBOJ. • ANowed moment does not reflect the adjustment for the beam stability facto,. • Lumber grading provisions must be extended over tile length of tile member per NOS 4,2,5.5, • Applicable calculations are based on NOS, Bearing Length Loads to Supports (lbs) Supports Total· Available Required Dead Roof Live fllctored Acce.~rlcs l • Column • OF 3_50· 3.50" 1.50" 1536 1876 3413 Blocking 2 • Column • DF 3.50" 350" 1.50" 1536 1876 3413 Blocklng • Blocking Panels are assumed ID carry no loads applfed directly above them and the full load Is applied ID the member being desfgned. Lateral Bracing Brad119 lnten,als Comments .. ; . Top Edge (Lu) 16' l" o/c Bottom Edge (Lu) 16' I' o/c •Maximum allowable bracing Intervals based on applied load, Dead Roof Live Vertical Loads Location (Side) Tributary Width (0,90) . (1.25) Commenb 0 • Self Weight (PLF) 0 to 16' l" N/A 16.0 .. I • Uniform (PSF) 0 ID 16' I' (Front) u· a· 15.0 20,0 Default Load Weverhaeuser Notes PASSED .. 0 Member Length : 16' l' S~em : Roof Member Type : Drop Beam Building Use : Residenijal Building Code : !BC 2018 Oeslgn Methodology : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products will be In acCO<Clance with Weyerhaeuser product design criterla and published design values. Weyerhaeuser expressly disclaims any other warranties related to the sof\ware. Use of this software Is not Intended to circumvent the need for a design profesSional as determined by the authOrity having jurisdlctk>n. The designer of record, builder 0< framer Is responsible to assure that this calculation Is compatible with the overall project. Ac<:essories (Rim Board, 8Iocklng Panels and Squash Blocks) are not designed by this software. Products manuractured at Weyerhaeuser faCllfijes are thlrd•palt'f cer1frled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR·ll53 and ESR-1387 and/or tested in accordance with applicable ASTM standards, For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support lnformaUon have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmail.com 6/4/2024 11:05:14 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 File Name: Rohrbaugh Pagel/1 ~FORTEWEB MEMBER RE!>O!H Roof Framing, (RB-7) Hdr Bm 1 piece(s) 4 x 8 OF No.2 .. o --....:;..:::;;....::..;;...:..:::...,::,;;;...;= [TI Overall Length 3· 7" 3' Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF load: Combination (Pattern) Member Reactlon (lbs) 1968@ 2" 7656 (3.50") Passed (26%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1837 @ 10 3/4" 3806 Passed (48%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2966 @ l' 9 1/2" 3737 Passed (79%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.014@ 1' 9 1/2" 0.162 Passed (l./999+) --1.0 O + 1.0 Lr (All Spans) Total Load Defl. (In} 0.026@ 1' 9 1/2" 0.217 Passed ( l./999 +) --1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l./240) and TL (L/l80). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. Bearing Length ~oads to Supports (lbs) Supports . "· Total Available .. . Required Dead Roof live Fac~ored Accessories 1 -Column -OF 3.50" 3.50" I.SO" 959 1010 1968 Blocking 2 • Column -OF 3.50" 3.50" 1.50" 959 1010 1968 Blocking • BlockinQ Panels are assumed to carry no loads applied directly above them and the full load ,s applied to the member being designed. Lateral Bradr19 Bracing Intervals Comments .. Top Edge (Lu) 3' 7" o/c Bottom Edge (Lu) 3' 7"o/c •Maximum allowable bracing Intervals based on aP!'Aled load. Dead Roof Uve Vertical Loads Location (Side) Tributary (0,90) (1.25) Comments Width 0 -Self Weight (Plf) 0 to 3' 7'' N/A 6.4 - 1 -UnifOrm (PSF) O to 3' 7' (Front) 2' 15.0 20.0 Default Load 2 -Unifonn ( PLF) 0 to 3' 7" (Front) N/A 70.0 Default Load 3 • Point (lb) l' 9 1/2" (Front) N/A l536 1876 Default Load Weverhaeuser Notes PASSED 1rp.2-/ Member Length : 3' r System : Roof Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products wlU be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser e,cpresslv disclaims any other warranties related to the software. Use of this sortware Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is ccmpatible with the overall project. Accessories (Rim Board, Biocl<ing Panels and Squash Blocks) are not designed by this sortware. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTJ,1 standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyemaeuser.ccm/woodproducts/document·llbrary, The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com 6/4/2024 11:07:38 PM UTC ForteWEB v3.7, Engine: VS.4.0.40, Data: VS.1.5.0 File Name: Rohrbaugh Page 1 / 1 ? ,u/f;',trl.,ceh.rch ef 111 2)/'!fo £rpeemtJ 3529 Coastview Ct -Carlsbad, CA 9201 O Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.0 Lateral Design & Analysis JOB 23-057 SHEET NO 7 c OF ___ _ CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE Wind: P = A Kzt I psJo 1r\S(E 7-lo-1::qualion 2.X 5-11 Seismic: V = C5 W DL (ASCE 7-16 -Eq. 12.8-2) >-.= 1.00 Kzt = 1.0 PS30~ 26.6 psf s = s F = a R= 1.027 1.2 6.50 S1= 0.371 Fv = 0.0 I = 1.00 I = l.O t6g ;?>i j) Hable J 5-2J V= 0.090 *Wt* p (p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/I)>1 .0 is < 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N /S = 16.0 psf X ------671 sq. ft.= 10709 lbs. 366 sq. ft. = 5841 lbs. Direction: Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = E /W 16.0 psf X 11.0 psf x 3609 sq. ft. = 39699 lbs. 15.0 psf x 791 sq. ft.= 11865 lbs. 8.0 psf x 681 sq. ft.= 5448 lbs. 4.0 psf x 2724 sq. ft. = __ 1_08_9_6_lb_s_. _ Total Trib. WR = 67908 lbs. Total Seismic Dead Load: Wt = 67908 lbs. ASD Base Shear: V = 0.090 * p * Wt = 7970 lbs. p = Use 1st Storv 2nd Storv not satisfied not satisfied #REF! not satisfied I I p = 1.3 ? nJ"C'rrut1m.10Jt el""' cZX-!,c, £:npeermJ 3529 Coastview Ct-Carlsbad, CA 92010 JOB 23-057 'i OF PSC DAT--E-21,-,-24-/'"'2.,..3- DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Story Shear Walls Gridline I 2 ---i -·". .. , . - ' -• ' N I S Length of Shearwalls Total Wall Ht. 15 3 8 . . ··r· 15.0 11.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -+ r~ ~-1--r-·-; ;.. ,-1 I , I •' -...,. 8.4 8.4 Type A A F E F SE F E F E F SE ' : Gridline A B C D ... _j ___ j E /W Length of Shearwalls Total Wall lit. Type I I 2 8.4 ~ 5 5 8.4 ~ 7 7 8.4 A 3 3 8.4 A 0 0 # O! 0 /0! 0 # O! 0 # ! 0 #DI O! -~ f _.., ..... ! ,I,,. -, • ' : . , I ' ~-_;., ..... + .. -,. ~~ • ......... ~~--•.., ••I ' -, -I ~-... I .... -; ....... I .,. -t. ' . ,,_.; '"" ........... ._ -~ . .. .. ·- .. L • • i .... t ~ ,uf '{;,tr/,de.n,,,m ';!""' ~~c, :&faeermJ 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 LateraJ Design & Analysis (cont.) Gridline CJ) 15 % ( 10709 X 0.15 1606 # ) 1606 lbs. V = 15 ft. 107 plf OTF 900 lbs. O,c.« ""'' r--&, 'll •lh-S'O 4 \ S/t. ~ U,Z, .. l,tprs, •~ Gridline G) 25 % ( 10709 X 0.25 2677 #) JOB SHEET NO CALCULATED BY CHECK BY SCALE 2677 lbs V = 11 ft. 243 plf ,c{~\ •-2-P>o pf l,"L OTF 2044 lbs. 'tvw, 23-057 ~ OF PSC DATE 2/24/23 DATE & !-lo 1-4,r:> & HDU2 ?.u/f:rr1.r1,e.,,.,.,,n -;J,,, 4o bJ6reennJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885-Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) __ a_ri_d_lin_e_(t)_A ________ 5 __ '¾_o _____ 19_1_0 x 0.05 = 399 # ) I 9~ Lt"~r)• I 01 t• / l °'- 399 lbs. V = 2 c .... JOB 23-057 SHEET NO \ b OF ----CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE ~l. 'S"'1t:.,."f/~"' '4~J l\· '->'/ )0"14•·~· PA~ __ G_r_id_lin_e_._0..,B~ ____ z_z __ '¾_o ____ ( _7_97_0 x 0.22' = 1753 # ) 1753 lbs. V = 5 ft. 351 plf OTf 2946 lbs. • HDU2 Gridline G 8 % ( 7970 X 0.08 638 #) 638 lbs. V = 7 ft. 91 plf OTF 765 lbs. 'HDU2 Gridline Cv 5 % ( 7970 X 0 .. 05 399 #) 399 lbs. V == 3 ft. OTF 1116 lbs. PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed 3 MAR 2023, 12:21PM 1 Steet Column . -Project Fil&. Rotut>a1Jgll~ i LIC#: KW-06016684, Build:20.23.2. t4~'----~-~-----;,\5c=s=o~E-ng..,.in"-ee-rt~n-g ~-'---~-~----......__,(-,C).;.·e=N ... ERC""""A""L""C""'IN""'Cc-1""98°"'3,;..,1-2022=,,..., DESCRIPTION: Patio Column Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information ----· Steel Section Name : HSS5x5x3/16 Overall Column Height 8.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis = 8.5 ft, K = 2.1 Y-Y (depth) axis : Applied Loads Column self weight included: 101 .745 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 1.80, LR = 2.40 k BENDING LOADS ... EQ: Lat. Point Load at 8.50 ft creating Mx-x, E = 1.035 k DESIGN SUMMARY Unbraced Length for buckling ABOUT X-X Axis= 8.5 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. -------------------------8 ending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn I Omega : Allowabl, Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.6072 : 1 +D+0.70E 0.0 ft 1.902 k 37.705 k -6.158 k-ft 10.581 k-ft 0.0 k-ft 10.581 k-ft 0.03595 : 1 +D+0.70E 0.0 ft 0.7245 k 20.156 k Maxjmum Axial + Bendjna Stress Ratios Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination DOnly +D+Lr +D+0.750Lr +0.600 +D+0.70E +D+0.5250E Stress 'Ratio Status Location 0.050 PASS 0.00 ft 0.114 PASS 0.00 ft 0.098 PASS 0.00 ft 0.030 PASS 0.00 ft 0.607 PASS 0.00 ft 0.462 PASS 0.00 ft 0.597 PASS 0.00 ft Axial Reaction @Base 1.902 4.302 3.702 1.141 1.902 1.902 X-X Axis Reaction @Base @Top Cbx 1.67 1.67 1.67 1.67 1.67 1.67 1.67 k Maximum Load Reactions .. Top alon.9. X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum load Deflections , .. Along Y-Y 0.9969 in at for load combination : E Only Along X-X 0.0 In at for load combination : 0.0 k 0.0 k 0.0 k 1.035 k 6.50ft above base 0.0ft above base Cby M;usimym S!Jear Ri!tiol! Kxlx/Ry KyLy/Rx Stress Ratio 'Status Location 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 Y-Y Axis Reaction @Base 0.725 0.543 @Top 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.036 PASS 0.00 ft 109.29 0.027 PASS 0.00 ft 109.29 0.036 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top -6.158 -4.619 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Steel Co,hmm LI #: KW-06016684, Build:20.23.2.14 DESCRIPTION: Patio Column Maximum Reactions Load Combination Axial Reaction @Base +0.60O+0.70E Lr Only E Only Extreme Reactions 1.141 2.400 Axial Reaction Item Axial@Base Extreme Value @ Base Maximum 4.302 Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction. X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment. X-X Axis Base Maximum Minimum 1.902 1.902 1.902 1.902 1.902 1.902 1.902 1.902 Moment, Y-Y Axis Base Maximum 1.902 Minimum 1.902 Moment, X-X Axis Top Maximum 1.902 Minimum 1.902 Moment, Y-Y Axis Top Maximum 1.902 Minimum 1.902 Project Title: Engineer: Project 10: Project Oescr: PCSD Engineering X-X Axis Reaction @ Base @Top X-X Axis Reaction @ Base @ Top -8.797 k Y -Y Axis Reaction @Base @Top 0.725 1.035 k Y-Y Axis Reaction @Base @Top 1.035 1.035 1.035 Maximum Deflections for Load Combinations Load Combination -D Only +D+Lr +D+0.750lr +0.600 +D+0.70E +D+0.5250E +0.60O+0. 70E Lr Only E Only Steel Section Pro rtles Depth = Design Thick = Width Wall Thick = Area Weight Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS5x5x3/16 5.000 in I xx 0.174 in Sxx 5.000 in R xx 0.187 in Zx 3.280 in"2 I yy 11.970 plf s yy R yy 0.000 in Distance --0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft = = = Max. Y-Y Deflection 12.60 in"4 5 03 in"3 1.960 in 5.890 in"3 12.600 in"4 5.030 in"3 1.960 in 0.000 in 0.000 In 0.000 in 0.000 in 0.698 in 0.523 in 0.698 in 0.000 in 0.987 in Printed· 3 MAR 2023, 12.21PM -Project File: Rotut>au~rs-j (c) ENERCALC INC 1983-2022 Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top -6.158 -8.797 Mx -End Moments k-fCMy ~ End Moments @ Base @ Top @ Base @ Top -8.797 -8.797 -8.797 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.500 ft 8.500 ft 8.500 ft 0.000 ft 8.443 ft J = C = 19.900 in"4 8.080 in"3 ... Job #: l.3 • 0 P PCSD Engineering Corp 3529 coastview Court Carlsbad, CA 92010 Page: /2. of ____ _ Date: 6,(,.1,'f Ph: 760-207-1885 Engineer: _______ _ '°6£oi>'\ ~~ @-, H .Y:>A-w. ©- ~ ©--~ -~ ff.'<, ef., bb~ ~ e:,'1 lu~PlCA\oJ , l>.5~ & Sl'\l,,t'l. lJ.4.\1.J Iv/ I➔ Dv1. \.t'-'U?w.,t ( A-T lrx."t"'IIU OL lA.L ':) ·01=-Al:>~ f 1"' ---========-- I p.. ~ 0 I' I / .L,J -® ~ ,+.: ~'1 I J.l51tc.\\o-t : U~E ~ St\~ ~y c,,... I • k Do 'l \.tC>LOOw.t,\ ! Au· f:A1'1\..t"L wilL) oi:-Aoo 1 'ti.I : ... ~,u/r;",tr/.denlOJI ~,m ~~o £,~J 3529 Coastview Ct -Carlsbad, CA 9201 0 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width = ~plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) USE 12 "WIDE CONTIN. FTG W/ 2 -# 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING 23-057 JOB SHEET NO 13 OF 13 ~X ----PSC DA TE 2/24/23 CALCULATED BY CHECK BY SCALE ____ DATE __ _ ASBP = 1500 psf Pa11 = 1500 • 12 • 36 6.3 PAD DESlGN Pl SIZE 30 "SQUARE x 12 "THK WI 3 -# 4 EACH WAY 12 12 P a1i = 4500 lbs LOAD P max = 1500 • 3 1 Pm.,.= 9375 lbs •• ..... •;_,,.,.,H.,_ ....... ,, ... • ! ...... , .. , ... PCSD Engineering 3529 Coastview Court Caltsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com ' --------··· 1_C~nti.!_~!red Retaining Wall OCi : KW-06018684, Build:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Code Reference: Project Title: Engineer: Project ID: Project Desa: Prmteo. 13 SEP 2023 2.14PM --------· -----·--·-·-· ---·· ·-··--·------------- Pro;ect File: Rohrbaugh.ec:6 : --------(~c)~ENERCALC INC 1983-2023 Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 3.00 ft Wall height above soil = 0.67 ft Slope Behind Wal 0.00 Height of Soil owerToe = 5.00 in Water table above bottom of footing = 0.0ft Surcharge Loads ---- Surcharge Over Heel 50.0 psf Used To Resist Sliding & ~ Surcharge Over Toe 50.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live load Axial Load Eccentricity = 130.0 lbs 90.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf EquivalentFluid Pl8ssure Method Active Heel Ptessure 55.0 psflft = PassiveP!esst.We = 200.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootinglfSoil Friction = 0.400 Soil height to ignore for passive pre5SUfe = 12.00 in -..... _ __,,. ---·-·· ·---- Lateral Load Applied to Stem ~djacent Footing~~~~ ________ _ l..aleral Load = 0.0#111 Adjacent Footing Load = 0.0 lbs ... Height ID To,: = 0.00 It Footing Width 0.00 It ... Height to Bottom = .O.OOft Eccentricity O.OO in Load Type = Wind (W) Wall to Flg CL Dist 0.00 ft (Service Level) Footing Type Spread Footing BaseAbove/BelowSOll Wind on Exposed Stem = 0.0 psf at Bade of wan = 0.0 It (Sbenglh Level) Poisson's Ratio = 0.300 •·,.~ -~ ...... , .... :,,,. , ... ,,..,, ! .... , .. ,•.1o,0 PCSO Engineering 3529 Coastview Court Cartsbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Cantilevered Retaining Wall IC#: KW-06018684, Buld:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Project Title: Engineer: Project ID: Project Descr: Pnnted 13 SEP 2023. 2 14PM Project FIie: Rohrbaugh.ec6 , (c) ENERCALC INC 1963-2023 _Qesign Summary Stem Construction Bottom ·-··--------------·-·-·----·-------w, - Wall Stability Ratios 0\/ertuming = 2.68 OK Slab Resists All Slia1119 I Global Stability = 1.62 Total Bearing Load = 1,476 lbs ... resultant ecc. = 2.14 in Eccentricity within middle third Soil Pressure@Toe 765 psf OK Soil Pressure @ Heel = 307 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACf Factored@ Toe 1,071 psf ACI Factored @ Heel 430 psf Footing Shear@ Toe Footing Shear@ Heel = Allowable Sliding Cales Lateral Sliding Force = 5.6 psi OK 2.7 psi OK 75.0 psi 540.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Design Height Above F" Wal Material Above "Hr' Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ft= = = = = Des6gs'I Data --------- lblFB + fa/Fa Total Force 9 Sec:tion Service l.eYel Strength level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual = lbs= lbs= ft-#= ft-#= Service Level psi = Strength level psi = Shear ..... Allowable psi= Anet (Masonry) in2 = Wall Weight psf = Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Bloc!( Type Masonry Design Method psi= psi= = = in= = Concrete Data ----- fc Fy psi= psi= SBTIOI< 0.00 Masonry ASD 8.00 • 5 24.00 Center O.A35 322.5 360.0 881 .3 3.5 45.4 91 .50 84.0 3.81 1,500 20,000 Yes 21.48 7.63 ASD SD SD ··,,.; . : ... : ........ ~ ......... ,., : ... , .,., ... _ PCSD Engineering 3529 Coastview Court Cartsbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com f---··-----------·--···-· -•-------·- , Cantilevered Retaining Wall Project Title: Engineer: Project ID: Project Descr: P::rnec ~3 SEP 2023. 2 14PM ------. --••-•····-· ---· Project File: Rotubaugh.ec6 ' Lief: Rw-Ollo'tii6ll4, euild:20.23.08.30 ·---·-··-··---·-··-·-1,csiYtil9iieeiing ---· --·· --······-· --· ·-1cr~ DESCRIPTION: 3' Ret. Wall @ Shed Footing Data -----~---·------------ Toe Width = 0.67 ft Heel Width 1.17 Total Footing Width 1.83 Footing Thickness 12.00 in Key Width 0.00in Key Depth 0.00 in Key Distance from Toe .. 0.00 ft re= 2,500 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As% 0.0018 Cover@Top 3.00 @Btm.= 3.00 in T Footing Design Results ~ Heel Factored Preasure 1,071 430~f Mu': Upward 417 213 ft-# Mu' : Downward 181 576 ft-# Mu: Design 237 OK 363 ft-# phiMn = 26,913 2,500 ft-# Actual 1-Way Shear 5.57 2.66 psi Allow 1-Way Shear 75.00 40.00 psi Toe Reinforcing = # 8@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: phiMn = phi*5*1ambda*sqrt(fc)*Sm Key: No key defined ·Min ·rooting,&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in 0.65 iri2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com I c:ntilevered;Reta_ining Waif -• LI : KW-06016664, Bulld:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Code Reference: -----4 Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height 2.00 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0 ft Surcharge Loa_ds ____ _ Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 Used for Sliding & Overturning Axial Load A lied to Stem Axial Dead Load = Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 200.0 psf/ft 110.00 pcf = 110.00pcf 0.400 12.00 in Lateral Load Applied to Stem Lateral Load ... Height to To~ ... Height to Bottom Load Type = 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Service Level) Wind on Exposed Stem = (Strength Level) 20.0 psf Printed: 6 FEB 2024, 1Q·QBAM Project Fite.: ~ohrt>augh.e<:6 -\ (c) ENERCALC INC 1983-2023 ------------------ __., I • r -· Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs = 0.00 ft = 0.00 in = 0.00 ft Spread Footing 0.0 ft 0.300 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: CantlJevered~~tain[ng Wall UC#: KW-06016684, ·uild:20.23.08.30 ----------'""P"'C"'S"D'Ea:-ng-.i=-=neen=·ng-=---- 0ESCRIPTlON: 2' Ret. Wall w/ 5' Block Wall Design Summary Wall Stability Ratios Overturning = 2.95 OK Slab Resists All Sliding ! Global Stability = 1.21 Total Bearing Load 1,134 lbs ... resultant ecc. = 0.20 in Eccentricity within middle third Soil Pressure@ Toe = 510 psf OK Soil Pressure @ Heel = 465 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 715 psf ACI Factored@ Heel = 651 psf Footing Shear@ Toe 5.3 psi OK Footing Shear @ Heel 1.0 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force 307.5 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors _______ _ Building Code Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Stem Construction Bottom Stem OK Design Height Above FtE ft= 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.692 Total Force @ Section Service Level lbs= 170.0 Strength Level lbs= Moment. ... Actual Service Level ft-#= 343.3 Strength Level ft-#= Moment. .... Allowable = 579.7 Shear ..... Actual Service Level psi= 1.9 Strength Leve I psi= Shear ..... Allowable psi= 45.5 Anet (Masonry) in2= 91 .50 Wall Weight psf = 84.0 Rebar Depth 'd' in= 3.81 Masonry Data rm psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Equiv. Solid Thicl1. in= 7.63 Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= Fy psi= SD l 7/ Printed. 6 FEB 2024, 10·0BAM Pro)ecf File: Rohrtlaugh.ec6~l ,, '' . ___J (c) ENERCALC INC 1983-2023 -~·· •• •• • -·. • PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 -1' (760) 207-1885 • .;,,,,s..,.__,._,...;,, paul.pcsd@gmail.com .i~ .. ,_ ' Project Title: Engineer: Project ID: Project Descr: Printed; 6 FEB 2024, 1o·OBAM I Cantilevered Retaining Wall ""' ""'ti"'C"""#-: 1<"'w=-=-o~eo"'1~ss"'a""4...,_ B"'"u""iid ... :""'20""'.2""3""".o!!,,..,.3.,.;0:;__ ____ ~-----PCSD Engineering Project File: Rcihrbaugh..ec6 1 (c) ENERCALC INC 1983-202;! DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 0.67 ft = __ j_JL_ = 1.83 Key Distance from Toe = 12.00 in 0.00in 0 00 in 0.00 ft re = 2,500 psi Fy = 60,000 psi 150.00pcf 0.0018 Footing Concrete Density Min.As% Cover@Top 3.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design phiMn Actual 1-Way Shear Allow 1-Way Shear = 121 715 787 433 354 OK 10,125 5.28 75.00 Toe Reinforcing = # 4 @ 9.00 in Heel 651 psf oft-# o ft-# o ft-# OK • Flush 1.03 psi 40.00 psi OK Heel Reinforcing = Flush heel condition. No reinforcing required. Key Reinforcing = None Spec'd Footing Torsion, Tu 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in. #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.56 in2 0.26 in2 .ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in SIMPSON Stro1>g-Tie AnchorDes~ner™fur Concrete Software Version 3.3.2403.1 1.Proiect loformatlon Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h., (inch): 5.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hm1n (inch): 6.38 Coe (inch): 7.58 C,,,.n (inch): 1. 75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-JG™ -SET-JG w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: I Date: I 811012023 Engineer: I Page: I 1/4 19/ Project: Address: Phone: E-mail: Comment: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, r e (psi): 2500 41e,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No ignore concrete breakout in tension: No Ignore concrete breakout in shear· No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-JG): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S ,r:,-.,• •• ;:,,•,.~ ~.,, • ,..,.,,,,,, "· 5956 W. Las Positas Boulevard Pleasanton CA 94588 Phone 925 560.9000 Fax: 925 847.3871 www.stron9tie com SIMPSON Load and G&om•try Anchor Designer™ for Concrete Software Version 3.3.2403.1 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb): 0 Vuax[lb):O V~v [lb]: 1350 M ... [ft-lb]: 0 Muv [ft-lb]: 0 <Figure 1> z t X Company: I Date: I 8/10/2023 Engineer: I Page: I 214 Project: Address: Phone: E-mail: y 1350 lb Input data and results must be checked lor agreement with the existing circumstances, the standards and guidelines must be checked f0< plausibility. 5956 W Las Pos,tas Boulevard Pleasanton CA 94588 Phone· 925 560 9000 Fax: 925.847 3871 www.strongtie.com SIMPSON Strong-Tie <Figure 2> Anchor Designer™ for Concrete Software Version 3.3.2403. 1 • 3. CX) 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, N.,. (lb) Shear load x, v ... (lb) 0.0 Sum 0.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 0 Resultant compression force {lb): O 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e·,.,. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v, (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 CX) Shear load y, V .. 1 (lb) 1350.0 1350.0 <Figure 3> 8 LO ""' • M I Date: I 8/10/2023 I Page: I 314 Shear load combined, .J(V-'f"+(V.,.1)2 (lb) 1350.0 1350.0 Input data and results must be checked for agreement with the existing orcumstances, the standards and guidelines must be checked for plausibility. ~. c,r,•s:,~ .-,,,,,,3 •·.' < • ·-c-•,-., ·~· 5956 W Las Positas Boulevard Pleasanton, CA 94566 Phone· 925 560.9000 Fax. 925 647.3671 www strongtie com SIMPSON Stt,mg-Tie ill Anchor Designer™ for Concrete Software Version 3 3.2403.1 8. Steel Strength of Anchor la Shear csec. 17,1,11 V,. (lb) ¢v-,p ;.,-;v,. (lb) 7865 1.0 0.65 5112 Company: Engineer: Project Address. Phone: E-mail: 9, Concreta Breakout Strength ot Anchor io Shear 1sec. 17.7,2) Shear parallel to edge in x-directlon: Vo,= minj7(/e/ da)02✓d.J..✓f ce., 15; 9,i_.✓rce.,1 51 (Eq. 17.7.2.2.1a & Eq. 17.7.2.2.1b) I. (in) d. (in) ;.. f c (psi) c., (in) Vo, (lb) 5.00 0.625 1.00 2500 1. 75 971 ,;v cb• =,p (2)(Avcl Avoo) 'f'od.V 'f'c,V'f'h,vVo, (Sec. 17.5.1.2, 17. 7.2.1 (c) & Eq. 17.7.2.1 a) Ave (in2) A11co (in2) 'f'..,,v 'Pc v 'f'o.v V.,, (lb) 13.78 13.78 1.000 1.000 1.000 971 10. concrete Pryout Strength of Anchor In Shear 1sec. 17.7.31 I Date: I 8/10/2023 I Page: I 4/4 ;vco, (lb) 0.70 1359 ;v.,, = ,P minjk..,N. ; kcoNcol = ,P minlkco(ANal ANaO) 'l'e<1.N• 'l',;p,N.Noa ; kco(ANCI A-) '1'0<1.N 'f'c,N'l',:r,,NNol (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kc,, AMI (in2) A.-(in2) 'Pad.NC 'f'c,,.NC N,,. (lb) N. (lb) 2.0 184.22 307.10 0.760 1.000 13312 6068 'f'c,N 138.75 225.00 0.770 1.000 11, Results Interaction of Tensile and Shear forces 1sec, 17.8) Shear Factored Load, v .. (lb) Steel 1350 II Concrete breakout x+ 1350 Pryout 1350 No (lb) 1.000 9503 Design Strength, 0Vn (lb) 5112 1359 6317 Nco (lb) 4512 Ratio 0.26 0.99 0.21 SET-3G w/ 518"0 F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. 12. Warnings -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. 0.70 ,pVc,,(lb) 6317 Status Pass Pass (Governs) Pass Input data and results must be Cllecked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility ::: :10 :" ..,,,o~:; '".r r,:i,-,;'D' ·, :n,: 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone 925 560 9000 Fax 925.847 3871 www.strongbe.com SIMPSON Anchor Designer™ Software Version 3.2.2311.2 1.Project infonnation Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, her (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (inch): 11.38 c.c (inch): 22.57 c..., (inch): 1. 75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-3G™ -SET-3G w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: I Date: I 8110/2023 Engineer: Project: Address: Phone: E-mail: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f c (psi): 2500 '+',.v: 1.0 I Page: j 1/5 23/ Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be cliedled for plausibility. 5956 w. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax; 925.847.3871 -.slrongtie.com SIMPSON Load and Geometry Anchor Designer™ Software Version 3.2.2311.2 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 3854 Vuax [lb]: 0 Vuay [lb]: 0 Mux[ft-lb]: 0 Mu, [ft-lb]: 0 <Figure 1> 0 ft-lb X Olb Company: I Date: I 8110/2023 Engineer: I Page: 1215 Project: Address: Phone: E-mail: 38541b z t 1 0 ft-lb Olb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be chedted fa' plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.slrongtie.com SIMPSON Anchor Designer™ Software Version 3.2.2311.2 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nua (lb) Shear load x, V,_(lb) 3854.0 Sum 3854.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3854 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'N< (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e•..,, (inch): 0.00 4. Steel Strength of Anchor in Tensjon (Sec. 17.6.1I N,. (lb) r,6 pN,. (lb) 13110 0.75 9833 s_ Concrete Breakout strength of Anchor in Tension (Sec, 11,6.21 No= kcA.a✓fch.,1 5 (Eq. 17.6.2.2.1) kc ,L. fc(psi) h., (in) Nb (lb) 17.0 1.00 2500 10.000 26879 pNc,, = r,6(ANcl A Ncc)'f'ot1.N'l-'c.N'f'co,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) A"" (in2) A-0n') c,.m1n (in) 'l-'ea.r; Y1c.N 502.50 900.00 1.75 0.735 1.00 6, Adhesive strength of Anchor in Jansjon (Sec. 11,s.s1 n.,.., = n._.,,f,1-,,1-1wmK,.i(f,/ 2,500)" "'-" (psi) fsr.o,t-torm K,., f c (psi) n 1356 1.00 1.00 2500 0.24 Nba = )..r,,.ndah.r(Eq. 17.6.5.2.1) ;.. rcr(psi) do (in) h.r (in) N0o (lb) 1.00 1356 0.63 10.000 26625 ¢N• = ¢ (A,,.,/ A,,.,o) •F.,,_,,., 'f'co,NeNo, (Sec. 17.5.1.2 & Eq. 17.6.5.1a) Ar;. (in2) Ar;ao (in2) c,,., (in) Ca.min (in) cp.,,_,v, 184.22 307.10 8.76 1.75 0.760 Shear load y, V.,,,, (lb) 0.0 0.0 <Figure 3> No (lb) 1.000 26879 n.,cr (psi) 1356 'f'cp,Na No.(lb) 1.000 26625 I Date: I 8/10/2023 I Page: I 4/5 Shear load combined, .J(V...,,,)'+(V..,)' (lb) 0.0 0.0 i . -J · --► xf r,6Nc,, (lb) 0.65 7170 pN. (lb) 065 7889 Input data and resultS must be checi<ed fOf agreement W1Ul the existing circumstances, the Slandaros and gujdelines must be chedced for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.Slronglie.com SIMPSON 11. Resufts • Anchor Designer™ Software Version 3.2.2311.2 toteract;on of Tensile and Shear Forces (Sec. 11,a1 Tension Factored Load, N •• (lb) Steel 3854 Concrete breakout 3854 Adhesive 3854 Company: Engineer: Project: Address: Phone: E-mail: Design Strength, eN. (lb) 9833 7170 7889 Ratio 0 39 0.54 0.49 SET-3G w/ 5/8"0 F1554 Gr. 36 with hef" 10.000 inch meets the selected design criteria. 12. Warnings -Designer mus! exercise own judgement to determlM If this design Is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. I Date: I 6110/2023 I Page: j 5/5 Status Pass Pass (Governs) Pass Input data and results must be checked for agreement Wll!I lhe e>dsting araunstanc:e5, Ille Slandards and guidelines must be dledted for plausibility. 5956 W. Las Positas Boulevafl! Pleasanton. CA 94588 Phone. 925.560.9000 Fax: 925.847.3871 -.Slrongtie.oom PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client A7 Group Inc Project Rohrbaugh Residence 2001 Cima Court Carls 2008 Paul S. Christenson RCE C57182, exp. 12/31 /23 L J:"°A..1,d 4,'-k.ri..,t~n.)on. ,S,il.n. C'i.e"o ~ Ln,:iu-t.et ri»'t' ' PREV2024-0118 2001 CIMA CT February 24 Rev. 7-2! PCSD File#: Residential Permjt Reyjsjon: ROHRBAUGH: (360 SF)MASTER BATHROOM AND STORAGE ADDITION, AND (282 SF) FRONT BEDROOM ADDITION 2164910800 CBR2023-3402 8/2/2024 PREV2024-0118 Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: Rohrbaugh Residence 23-057 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 • • Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.O.) Engineered Framing Wood /-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block·. Mortar: Grout: LVL, PSL Compressive Strength@ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, f'm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Batis & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ? ,u./f;,f"~n.r,,n dnt .t'fz'!fo bfaeermJ JOB 23-057 SHEET NO 1-OF CALCULATED BY PSC DA_T_E--=-21""'2....,.4-=12-=-3- CHECK BY _____ DATE ___ _ 3529 Coastview Ct-Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LlST 2.1 Roof {Vaulted) Roofing 15/32" Sheathing Roof Framing 5/8" Gyp. Bd. Insulation and Misc. IoL = };LL = Total Load= 2.2 Roof (w/ ceiling) Roofing 15/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists loL = ILL = Total Load "' 5/8" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = Iii = Total Load= Exterior Wall 7 /8" Stucco 15/32" Sheathing 2x4 Studs @ 16" o.c. 5/8" Gypsum Bd. Misc. -------- 5.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 14.0 psf 20.0 psf 34.0 psf 5.0 psf 2.0 psf 2.8 psf 1.2 psf I 1.0 psf 20.0 psf 3 1.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf 1.5 psf l.l psf 2.8 psf 0.6 psf 15.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I. I psf 2.3 psf 8.0 psf ? ,u/'G'Jf'n'den.n,n 'ef,.,, zfuyo .1t,J1neemJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 SHEET NO 1) OF ____ _ CALCULATED BY PSC DATE 2/24/23 CHECKBY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. IoL = I LL= Total Load = 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I IO mph Exposure Cat = B Ps = AKzrl*Ps30 P : 26.6 psf P : 16.0 psf 2.7 Seismic SMs = F.s. SMs = 1.232 Sos= 0.822 Sos Cs = (R/l) Cs= 0.126 USE: V= 0.126 WoL (ASCE 7-16 -Equation 28.5-1) (*0.6 ASD) (II .4.5) ASD BASE SHEAR VASD A= 1.00 (fig. 28.5-1) Ps30 : 26.6 psf Kn= 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION S,= 1.027 s,= 0.371 F = • 1.20 F = V 0.00 R= 6.5 I= 1.00 h = n 15.00 Occupancy Category: 2 Site Class: D SEISMIC DESIGN CATEGORY S1 <o.1s S1 >O 04 Ss>o.1s (I 1.6 ASCE 7-16) (11.4.2 ASCE 7-16) (fig. 28.5-1) (table 1.5-2) T • = C1 * (ho)° 75 = 0. \ 52 Ts = S0 1/S0s _ 0 k = 1.0 ::qn. I 2.8-1 Not 01 Ta<0.5 Seismic Design Category: D 2./20/23, 2:34 PM Rohrbaugh U.S. Seismic Design Maps OSHPD )A-j 2001 Cima Ct, Carlsbad, CA 92009, USA Latitude, Longitude: 33.081195, -117.2642819 ' ' ' \ ' , Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.027 S1 0.371 SMs 1.232 SM1 null -see Section 11.4.8 Sos 0.821 So1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.451 FpGA 1.2 PG~ 0.542 TL 8 SsRT 1.027 SsUH 1.149 SsD 1.5 S1RT 0.371 S1UH 0.41 S1D 0.6 PGAd 0.519 PGAuH 0.451 https:/twww.seismicmaps.org BTheWise Ox T Butcher & Deli q • Auto Appraisal Network in San Diego, CA Property Alliance q A,ni\10 wa~ a ~isa -..i\sta \.. Map data ©2023 Description 2/20/2023, 2:34:24 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 Numenc sejsmu; design vaws at 0.2 ~ SA Numeric seismic design value al 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceferation 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) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 1/3 ~FORTEWEB 0 MEMBER REPORT Roof Framing, (RR-1) Rafters 1 piece(s) 2 x 10 OF No.2@ 16ft OC Overall Length: 18' 7" All locations are measured from the outside race of left support (or left cantHever end). All dlmenSlons are hOrlzontal. o.iiiart lleiiuftl -;; ··' -.· .. • ,;,:,!~.-:·, ;~ ;blii!O~ •. -~ ; ' -: .IJ)I(·, ~~~). Member Reaction (lbs) 434 ® 2 1/2" 3281 (3.50") Pas-sed (13%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 384 @ 1' 3/4" 2081 Passed (18%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1925 @ 9' 3 1/2" 2537 Passed (76%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.413@ 9' 3 1/2" 0.908 Passed (L./528) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.722 @ 9' 3 1/2" 1.211 Passed (L./302) --1.0 D + 1.0 Lr (All Spans) • Deflection criter13: LL (l/240) and TI.. (l/180). • Al~ moment does not reflect the actjustment for the beam stabiNty factllf. • ~ 15% Increase In the moment capacity has been added to IICCOUllt for repetj~ve member usage. • Applicable calC1Jlat!ons are based on NOS. I -Stud wall -Of 3.50" 3.50" I.SO" 186 248 434 BlodcJng 2 -Stud wall -Of 3.50" 3.50" 1.50" 186 248 434 BlodcJng • Blocklng Panels are assu~ to ta1fY no loads applied clrectly above them and the ruu loi>d Is applied to the member ~ng designed. . ,. Top Edge (Lu) 5' 6" o/C Bottom Edge {Lu) 18' ro/c •Maximum allowable bracing Intervals based on applied load. ' ,,,,.. -.. V-1:0ad~·-,~ 1 ,;-',' 1,~.: :: :~G]:l~f;~~• .• ::: l -Unllorm (PSF) Otol8'7" 16" 15.0 20.0 Default Load <>•-L .. PASSED ... 0 System : Roof Member Type : Joist Bulldlng Use : Resldenti.11 Building Code : !BC 2018 Oeslgll Melhodology : "50 Member Pitch : 0/12 w·· .. ...,..._•"',. .•_, ,. ., ... :•,· .:·,, ;~.:-•"·. · · ...... :-• .. · •·.,:., ·· f •· weyemaeuser wam,nts that the sizing of Its products will be In acco<dance with Weyerhaeuser product design crttel1a and published design values. Weyerhaeuser expressly disdalms any other wan-aities related tx> tne software. Use of this software Is not Intended tx> dreumvent tne need for a design professional as determined by the authority having Ju,1sdtetton. The deslgne, al record, builder o, frame< Is responsible to assul1! that this calculation Is a,mp;,Uble with the overall project. "1:ces5orles (Rim Board, Blocking Panels and Squash BlockS) are not designed bv this~-Products manutactured at Weyerhaeuse< laclfftles are third-party certilled to >ustainabfe forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaiuatlon reports ESR·ll53 and ESR-1387 ;r,d/or tested In accordance with al)Cllkable ASTM standalds. For current code evaluation reports, Wevemaeuser product literature ard lnstallatkln deti!lls refer to www.weyertiae<Jser .oom/woodproduct!/document-llbra,y. The product appilcatlon, Input design loads, dimensions and support Information have been provided by ~WEB Software Operator -· PorteW!B Software Operator Job Not,es Paul Cllristenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weycrh,euser 2/22/2023 8:04:20 PM UTC ForteWEB v3.S, Engine: VB.2.3.63, Data: VB.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB 0 MEMBER REPORT Roof Framing, (RR-l) Ra~ers 1 piece(s) 2 x 8 DF No.2@ 16" OC Over.ill Length: 14' 11· ,_ ______ 6· _____ __,I, ... ~ ________ 8_'_4_' --------'~ H 1 ru @ All locatlons are measured from the outside face of left support ( or left cantJlever end). All dimensions are horizontal. .. n.fimllaiiultll,' ' .. ·'}-... ~ ;.-:, ...... :J!. ....... : .. :',,,·;:: ._.~--~~· Member Reaction (lbs) 573 @ 6' 1 3/4" • 3281 (3.50") Passed (17%) .. Shear (lbs) 260 @ 6' 10 3/4" 1631 Passed /16% l 1.25 Moment (Ft-lbs) -856 @ 6' 1 3/4" 1275 Passed (67%) 1.25 Live Load Deft (In l 0.260@0 0.615 Passed /2l/568) .. Total Load Den. (In) 0.407 @ 0 0.819 Passed (2l)362) .. • Deflectlon attena: LL (l/240) and Tl (l/180). • Ovemang deflection aite<1a: LL (2l/240) and Tl (2l/180). • Left canti\eye' ~ e>eeeeds 1/3 member lenglh or 1/2 back span length. Additional bracing should be considered. • Al"'-! moment does not reflect the adjustment for the beam stabllty factor. • A 15% Increase In the moment ca~ty has i-> added 10 account for repellt!\le member u.age. • • Moment capacity ewer can11ie--~ 1 has~ ~ bt lS% ID 1e,,....., tt,e ~ of butl<llng. • Applicable calculations are based on NOS . .'Loaffte. .. , ..... ·.• - 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (Alt Spans) 1.0 D + 1.0 Lr (Alt Spans) '):.:-·✓-· ,;_, .: I·~_ . ,,:"-,•~ ,'. ~~•,,. .. ~: l. ,·t·_ ~r -,~·•/-· ~;'~.~\~t_~:~~\\.->~ ~,..:::1; •• ~ ... ~·~)f''·•·~;•·:c.~·:1,~~-;-~!~b '<->'"~ ~:·-~~J •• ~:_.~-~,,i • •~i. >;, ~--.... ,-~,', )~IJ!lj '~~~-'!,::<;,:;),. 1 -Stud wal • OF 3.50" 3.50" 1.50' 236 337 573 BIOdcJng 2 • Stud wal • OF 3.50" 3.50" 1.50' 43 90 133 Blocklng • Blocking Panels are assumed ID carry no loads applied dlredly above them and the rul load Is al)lllled to the member being designed. ~-~~. ~ ;-~;-~; ,·;. ·""~ _;'.::.-~--~-;.~' ·" {~ co••-· J~· -~:~::~~{~.:· ·::··::•;:~~ ~~ ~ \-~~~-· .. ~ -~ ✓-'~-;~> .. ~ti.'i~~.'.~,~~--_:;:.~~ 1-1, -~,,:•t::]- Top Edge (Lu) 14' 11 • o/c Bottom Edge (Lu) 11' 11" o/C •Maximum allowable bradng Intervals based on applied load. 1 • Uniform (PSF) 0 to 14' 11" 16" 14.0 20.0 Default Load \ . ~·:r:..~' • 0 System : Roof Member Typ,, : Joist 8ulldlng Use : Resldent>al Building~ : !BC 2018 Deslgn Methodology : ASO Member Pitch : 0/12 w~ser warrants !hat the sizing of Its products will be In aa:ordance wltll Weyertiaeuser product design a111!f!a and published deSlgn values. W~ser expressly disclaims any other wamnties related to the soltwa<e. use ot this 501\wan, Is not In~ to clr<:umvent the need for a design professlonal as detennlned bl/ the authortty having Jurisdiction. The designer ot record, builder or framer is responsible to assun, lhat this calculaaon Is compaable with the overall project Accessor1es (Rlm Board, Bloddng Panels and Squash Blodcs) are not designed bl/ this software. Products manufactllred at wevet,aeuser facilities an, third-party o,rtified to sustainable forestry stanoards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation n,ports ESR-1153 and ESR-1387 and/or tested In accordance with applicable AS1l1 standards, For cun-ent code evaluation reports, Wevert,aeuser product literature and lnstallatlon details refer to • www.weyemaeuser.oom/woodproducts/docum@nt-lbrary. The product application, Input design loads, dimensions and support lnfonnaUon have been provided by ForteWEB Softwan, Operator ForteWEI Software Operator .Job- Paul Christenson PCSD Engi.-.;ng (760) 207-1885 A paul.pcsd@gmall.com ~ycrhacu<er 3/12/2023 3:00:20 PM lITC ForteWEB v3.5, Engine: VS.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 1.ilfORTEWEB 0 [!] MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1piece{s)31/r x 11 7/8" 2.2E Parallam® PSL Overall length: 10' 11" 10' 4"' All locations are measured rrom the outside race of left support (or left cantilever end). All dimensions are horizontal. DMlcin: bsillb ' . t•. • .. , Acllal • Lalloft. ' ;: • .:'~•'✓. ....... ' ' , t.Of''.,; :l,aadt~ ..,..,_; ,......,.} Member Reaction (lbs) 5079@2" 7656 (3. SO") Passed (66%) .. 1.0 D + 1.0 Lr {All Spans) Shear (lbs) 4556 @ 1' 3 3/8" 10044 Passed (45%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 18153@4' r 24878 Passed (73%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load oen. (In) 0.183@ S' 3 3/4" 0,529 Passed (l./696) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 0.337 @ 5' 3 13/16" 0.706 Passed (l./377) .. 1.0 D + 1.0 Lr (All Spans) • Deflectl0<1 crttena: LL (l/240) and Tl (l/180). • Allowed moment does not refloct the adjustment for the beam stablMtv tactor. C ' 1 • Column • DF 3.50" 3.50" 2.32" 2358 2721 5079 Blod<ing 2 • CClumn • OF 3.50' 3.50" 1.95" 2011 2259 4270 BIOd<illg • Bloddng Panels are assumed to CNry no loads applied directly above them and the fuU load Is applied tXl t~ member being designed. .Lit-.tlll1tdno ·' ,'lrad"!I~ ~ ' ~:/; . ,,, .· Top Edge (Lu) 10' 11" o/c Bottom Edge (Lu) 10' 11" o/C •Maximum allowable bracing ln~als based on apl)iled load. ,-,! ",' .·,,..., ... ' • '"Milalar;-Wl4ltll (O.IIO}. JtoefUwe, • ' ,.......;.·US)-· eo...a 0 • Self Weight (PlF) 0 to 10' 11" N/A 13.0 1 • Uniform (PSF) 0 to 10' 11" (Front) 10' 15.0 20.0 Default Load 2 • Uniform (PLF) 0 to 10' 11" (Front) N/A 15.0 Default Load 3 • POlnt (lb} 4' 7" (Front) N/A 2098 2797 Default Load 1 PASSED 1 ♦ 0 System : Roof Member Type : Drop Beam Bulldlng Use : Residential Building CDde : IBC 2018 Oleslg,, MeUKXillogy : "5D Member PilCh : 0/12 l Weyerhileuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design crttena and publlShed design val-. Weye-haeusef expressly dlsdalms any other warrantles related to the soltware. Use ot this soltWare ls not lnten<led to circumvent Ille need for a oeslgn proleSSlonal as ~elennlned by the author1ty haVlng Jurisdiction. Toe deSlg,,.,. ot """""• 1>under or l'ramer ls responsible 1D assure that this calculation is compatible with the 011erall project. Accessories (Rim Board, 8locklng Panels and Squash Blocks) are not designed t,y ttlis SOltWare. Products manufaCtlJ~ at Weyemaeuser fadlltles are third-party cert1ned 1D sustainable forestry standards. Weyerhaeuser Engineered Lumber ProductS have been evaluated by ICC·ES under ev.iluatlon repo,1S ESR-1153 and ESR· 1387 arid/or !l!stl!d In accordance with applicable AS™ standards. for current code evaluation reports, Weyemaeuser product Ubl!rature and Installation details refer to www.weyemaeuser.com/woodproduct:s,'document·llbra,y. The product appllcaUOn, Input design loads, dimensions and support Information have been provided by ForteWEB Soltware Operator -WEIi 5aftware Operator JobNoen Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weycrtucu~cr 2/22/2023 8:07:34 PM UTC ForteWEB v3.5, Engine: VB.2.3.63, Data: V8,L3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB 0 m MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1plece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall Length: 12' ,· 12' All locations are measured from the outside face of left support (or lelt cantilever end). All dimensions are horizontal. f>ellanR_.._. ,-,~.~-<Allowed ---. ..-. ,l.dlid:~-i(.......,.), Member Reaction (lbs) 5002@ 2" 7656 (3.50") Passed (65%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3983@ 1' 3 3/8" 10044 Passed ( 40%) 1.25 1.0 D + 1.0 Lr {All Spans) Moment (Ft-lbs) 14912 @ 6' 3 1/2" 24878 Passed (60%) 1.25 1.0 D + 1.0 Lr (All Spans) Uve Load Defl. (In) 0.239 @ 6' 3 1/2" 0.613 Passed (l/616) -1.0 D + 1.0 Lr (All Spans) Total load oen. (In) 0.412 @ 6' 3 1/2" 0.817 Passed (L/356) .. 1.0 D + 1.0 Lr (All Spans) • Deflection crileria: LL (L/240) and Tl (L/180). • Allowed moment does not re1\ect the adjustment for the beam stability factor. SuppO,ta ' ~-·:-:...-..~--;,••. -:'~1.,.ci,(1Di.._..(llill); ; ., .,.~ •~ ........... :;_o.ii ..• ...,u.;., .-,,·~ ,. 1 • Column -OF 1.so· J.so• 2.29" 21os za94 5002 81odtlng 2 -Colulm-OF 3.so· 3.so· 2.29" 210s 2894 5002 Blockino • lllocl<lng Panels an, assumed to <2rry no loads applied dlnectly above them and the ful load IS applied to the member being designed. Top Edge (LU) 12' 7"o/c Bottom Edge (Lu) 12' 1· o/c •MalOmum aKowable bracing lnt!Nals based on applled load, ' .. 'JIIN!d 1~ ' •. . -,• • Tltl!UtltY Wldtfl' (O.to) • llid J:W' .. 'J -~~ 1.2$r ~- 0 • Self Weight (PLF) 0 to 12' 7" N/A 13.0 1 • !Mllform (PSF) O to 12' 7" (Front) 23' l◄.0 20.0 Default LOad \,' t ., PASSED ti 0 System :Roof Member Type : Drop Beam Building Use : Resldeflllal Bulldlno Code : IBC 2018 Design llethodology : ASD Member Pitch : 0/12 i ' Weyertiaeuser warrants that the sizing of Its products wil be In accordance with Weyerhaeo5er prooxt design cr1~r1a and published design values. W~user expressly dlsclalms any IXher warranties n!latl!d to the softwan,. Use of this softwan, Is not ln~nded to circumvent the need for a desl!ln professlonal as determined by the authority having )urisdlctlon. The deslg,er of record, builder or framer Is responsible t0 assure tllat !Ills calculatlon Is compaUbie with the overall l)l'O)eet, Aecessories (RJm Boord, l!loddng Panels and Squash lllod<s) are not designed by this sottwan,. Products manufactured at Weyerhaeuser facilities are lhlrd-party certified to sustllnable forestry stlnclardS. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaklatlon reports ESR-1153 and ESR-1387 '1nd/o, tes~ In actOfdance with appllcatile "$TM standards. for current code evalual!On n,pons, Weyert,aeuser i:,od\lct _,,.,and.,,_ -. refer lD www. weyert,aeuser .cx,m/woodproducts/document-llbrary. Toe product application, input deSiQn loads, dimenSions and support infonnation have been provided by ForteWEB SO~are Operator l'Of1l!Wl!I Software OpenltDr JDbNOIIII Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd<OJQmall.com WcytrhJeusu 2/22/2023 8:11:35 PM UTC ForteWEB v3.5, Engine: VB.2.3,63, Data: V8.L3.6 File Name: Rohrbaugh Page 1 / 1 1i!FORTEWEB MEMBER REPORT Roof Framing, (RB-3) Patio Bm 1 piece(s) WBX31 (A992) ASTM Steel Overall le!YJth: 30' 0 ,---,.---, [i] All locations are measured from the outside race of left support (or left cantllever end). All dimensions are horizontal. I Daalan.~ ' : , ·Al:llllif•-~-·"· ~ ' :, ...... ~~-:i.,-~, ....... ,' ?,_:" ,. ' ' ' Member Reaction (lbs) 3090 @2" 21700 (3.50") Passed (14%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3030@ 3 1/2" 45600 Passed (7%) .. 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 22663@ 15' 38719 Passed (59%) --1.0 D + 1.0 Lr {All Spans) Live load Defl. (In) 0.546@ 15' 0.989 Passed (L/652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 1.125@ 15' 1.483 Passed (L/316) .. 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and n (l/240). • Appllcable c:alo.,lations are based on A.NSI/MSC 360-16. • A lateral-lDl'Slonal budding facto< (0.) of 1.0 has been assumed. ~ ,•;, ..,.,'-lilt ,., Toflll. · ~ ~: .,.. .. ., ... n•(IINl ', --~ : ·, ,, . .,... -~~,~-i:-~ 1 -Column • DF 3.50' 3.50" 3.50' 1590 1500 3090 8kJdooo 2 ·Column · DF 3.50" 3.50" 3.50" 1590 1500 3090 Blod<lng • Blocklng Panels are assumed to cany no loads applied directly above them and the ful load Is applied to the member being deslgnej. TopEd9e(Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points 0 • Self Weight {Pl.f) 0 to 30' N/A 31.0 1 • tAilform (PSf) 0 to 30' S' 15.0 20,0 PASSED ,/ 0 System : Floor Member Type : Drop Beam Building Use : Resldentlal Boll<ling Code : !BC 2018 Destgn Methodology : ASO Weyemaeuser warrants that the sizing of Its p,oducts wtU be In accordance with Weyert,aeuse,-prociJct cleslgn ~ria and published design values. Weyemaeuser expressly dtsdalms any other warrantles related to the software. Use of this software Is not lnll!nded ID circumvent the need for a deslQn p,ofesslonal as determined by the authority having Jixisdlctlon. The designer of reco<d, builder or framer Is responsible to assure that this cafaAatlon is a,mpatible with the overall project. Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Products manufa~ at Weyerhaeuser faclllties are third-party certified to sustainable forestry standards, Weyerhaeuser Enol.--ed Lumber Products have been evaluated by ICC-ES under evaluation reports ESR· llSJ and ESR· 1387 and/or tested In aca,rdana, with aRJl!cable ASTM mndaros, for current code -repons, Weyemaeuser proc!uct inemure am lnstatl8llon delatts refer to www.weyemaeuser.com/woodproducts/document-library. The product applleation, ,nput deSign loads, dimens.ons and support lnformatton have been provided by ForteWEB Software Operator -Wl!II Software Operator .Job Not,es Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.a,m Wcyerlucu_,.cr 2/22/2023 8:14:50 PM UTC ForteWEB v3.S, Engine: VB.2.3.63, Data: VB.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~IFORTEWEB MEMBER REPORT Roof Framing, (RB-4) Patio Bm 1 piece(s) W8X18 (A992) ASTM Steel Overall Lengtn 26' 25' 5" 6] All locations are measured from the outsldMace of left support (or left cantilever end). All dimensions are horizontal. Design· Results • Actual O Location ·Allowed" Result ' \i DF Load: Combination (Pattern) Member Reaction (lbs) 1790@ 2" 14241 (3.50") Passed (13%) --LO D + 1.0 Lr (All Spans) Shear (lbs) 1712@ 3 1/2" 37444 Passed (5%) --1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 8877@ 13' 8" 11692 Passed (76%) .. 1.0 D + 1.0 Lr (All Spans) Live load Def I. (In) 0.266 @ 12' 9" 0.856 Passed (L/999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (in) 0.564 @ 12' 9 1/2" 1.283 Passed (L/546) .. 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and n (L/240). • Applicable calculations arl! based on ANSV AISC 360· 16. • A lateral-torsional buckling factor (C•) or 1.0 has been assumed. . -Bearing'Lengtt, Loads to Suppo,;ti(lbs) : , < ' Supports -Total ~Yailable. R'l'!uired Dead Ri><J!Uxe· Factored Accessories l -Column -OF 3.50" 3.50" 3.50" 901 890 1790 Blocklng 2 • Column • OF 3.50" 3.50" 3.50" 589 474 1064 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed . . l.ateral Bracing ' Bracing Inteivals Comments .";; ' .. ·' ' ,;,; ·y Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points ' • Dead RoofUve . Vertical loads' ' Location (Side) Tributary Width (0.9d} (non-snow: 1.25} Comments 0 • Self Weight (PLF) 0 to 26' N/A 18.0 .. 1 -Uniform (PSF) 3' 3" to 13' 9" 2' l5.0 20.0 2 • Uniform (PSF) 13' 9" to 26' 1' 15.0 20.0 3 • Point (lb) 13' 9" N/A 174 233 4 -Uniform (PSF) 0 to 3· 3• 7' 2" 15.0 20.0 Weverhaeuser Notes ffil ·,C ·'' P.ASSED System : Floor Member Type : Drop Beam Building Use : Residential Building c.ode : !BC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this softw~re Is not i~tended to circumvent the nttd for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is,. compatil;>le with the overall project. Accessories (Rim Board, Blod<lng Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certiAed to sustainable farl!Stry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES unde< evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerh•e=r product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWES Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com Weycrh.1euser 2/6/2024 5:55:29 PM UTC ForteWEB v3.6, Engine: VS.3.1.5, Data: VS.1.4.1 File Name: Rohrbaugh Page 1 / 1 -~FORTEWEB. ill MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 plece(s) 4 x 10 OF No.2 Overall Length: 11 • 1 - 10· 6" All locations are measured from the outslcte face of left support (or left cantilever encl). All dimensions are horizontal. • .,......,llelultil, -~> ;,. .• .. ··Adill!I•~·· ',, . .....,.,·:: --ui,.,! ~eo,.i,11110-~> -- ·Member Reaction (lbs) '1750@ 10' 11" 7656 (3:50") Passe<f(23%) --1.0·0 + 1.0 Lr (:All'Spans) Shear (lbs) 1648@10' 1/4" 4856 Passed (34%) 1.25 1.0 D + 1.0 Lr (AH Spans) Moment (Ft-lbs) 5482@ 7 5" 5615 Passed (98%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.134 il!l 5' 10 9/16" 0.538 Passed (L/964) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.263 @ 5' 10 5/8" 0.717 Passed (L/491) -· 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: u (11240) and n (IJlBO). • Allowed moment does not reflect the adjustment fo< the beam stablllty factor. • Appltcable cala,latlons are based on NOS. 1 • Column • DF 3.50" 3.50" 1.50" 546 573 1119 Blocking 2 -Column -DF 3.50" J.so· 1.50" 859 891 1750 lllocklng • Bloc1dng Panes 11re asS1Jmed to a,ny no loads applied directly above them and the full load Is all!)lled to the member being designed. Top Edge (Lu) 10' 3" O/C Bottom Edge (Lu) 11· 1" o/c •Maximum allowable bracing Intervals based on •Plied load. . R,oofU,. ._'. . . (~,~~ ~- 0 -~W Weight (Pl.F) 0 to 11' 1' N/A 8.2 1 -Unllbnn (PSF) 0 to 11' 1" (Front) 2' 6" 15.0 20.0 Default Load 2 -Point (lb) 7' 5" (Front) N/A 898 910 Default Load ., ·,:. PASSED 10/ + 0 System : Roof Member T.yp,: : Drop.Beam Bulldlng use : Reslc:tenllal Bulldlng Code : !BC 2018 Design Mett,odology : 1150 Member Pitd1 : 0/12 Weyerhaeuser warrants that the sizing of Its products will be In accordance with WeyertlaeusE, product design c~ll!f1a and publlshed design values. We.,,erhaeuser ~ <llsclalms any other warranties related to the software. Use of tl1is sottware Is not Intended to circumvent the need fol-a desiQo profe.ssional as detenninfJd bv the authority ha\MII jurisdic!lon. The desl<,ler-of record, bulldo< o, framer Is responsible to assure that this cak:u!aUon Is compaUble with the overall project. Accessortes (Rim Board, Blocking Panels and SQuash Blod<s) are not designed by this software. Products manufactun!d at Weyemaeuser fadlltles are tt,lrd-party certffled bO sustainable l'orest7y standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under ev3luatlon reports ESR· 1153 and ESR-1387 and/01' tested In aca,rdance with applicable ASTM standorns. For OJrrent code evaluatlon reportS, Wevet,aeuser product literature and Installation details refer to www.weyemaeuser.com/woodp,oducts,ldocume<lt-llbrary. Tlle product application, Input design loads, dl""'"51onS and SUllPOrt lnformaUon have been provided by ForteWEB Software Operate, forteWl!'B Software O!Mntor Job- Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmall.com Wtycrhacuser 3/3/2023 8:24:21 PM UTC ForteWEB v3.S, Engine: VB.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Pagel /1 ~IFORTEWEB ill MEMBER REPORT 'J,l"Q:;~- Roof Framing, (RB-6) Mdr Bm 1 piece(s) 6 x 12 DF No.1 Overall Lengitl 16' 1" 15' 6" .. •, Drawing Is conceptual. All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results • Actual @ Location Allowed Result LPF Load: Combination (Pattem) Member Reaction (lbs) 3413@ 2" 12031 (3.50") Passed (28%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2882@ 1' 3" 8960 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 13158 @ 8' 1/2" 17048 Passed (77%) 1.25 1.0 D + 1.0 Lr (Alf Spans) Live Load Def!. (In) 0.290 @ 8' 1/2" 0.788 Passed (IJ652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.527 @ 8' 1/2" 1.050 Passed (IJ359) .. 1.0 D + 1.0 Lr (All Spans) • Denectlon criteria: LL (1.[240) and TL (l/180). • Allowed moment does not relle<:t the adjustment for the beam stability facto,. • Lumber grading provisions must be ext>Jnded over the length of the member per NOS 4.2.5.5. • Applicable calculations are based on NOS. Bearing Length Loads to Supports (lbs) supports ' Total Availabie Requirec:i Dead iloof l.ive factored A=ssorlcs "' 1 -Column -OF 3.50" 3.50" 1.50" 1536 1876 3413 Blocking 2 -Column -OF 3.50" 3.50" 1.50" 1536 1876 3413 Blocking • Blockfng Panels are assumed to carry no loads applied dlrectly above them and the full load Is applied 11> the member being desfgned. Lateral Bracing Bracing Intervals Comments , Top Edge (Lu) 16' 1• o/c Bottom Edge (Lu) 16' I" o/c •Maximum allowable bracing intervals based on applied load. Dead Roaf live Vertical Loads Location (Side) Tributary (0,90) (1.25) Comments Width 0 • Self Weight (PLF) Otol6' 1• N/A 16.0 -- I -Unifo<'m (PSF) 0 to 16' 1 • (Front) 11' 8" 15.0 20.0 Default LOad Weverhaeuser Notes PASSED Member Length : 16' l" System : Roof Member Type : Drop Seam Building Use : Resldenllal Building Code : !SC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the sizing of its products win be In acco,dance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the soltware. Use of this software Is not Intended to circumvent t11e need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatlon Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) at'? not design<ed by this soltware. Products manufactur<ed at Weyerhaeuser faclll~es are third-party certified II> sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by !CC-ES under evaluation report:s ESR-1153 and ESR· 1387 and/or tested in accordance with appUcable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/documeot-llbrary. The product application, Input design loads, dimensions and support information have been provided by Fo,teWEB Software Operator ForteWEB Software Operator Job Notes Paul CMstenson PCSD Engineering (760) 207-1885 paul.pcsd@gmail.com Weycrl,.1eu~cr 6/4/2024 11:05:14 PM LJTC ForteWEB 113.7, Engine: V8.4.0.40, Data: V8.l.5.0 File Name: Rohrbaugh Pagel / 1 t..lFORTEWEB MEMBER REPO!H Roof Framing, (RB-7) Hdr Bm 1 plece(s) 4 x 8 DF No.2 3' 7" PASSED 1(p.-i/ -~, + 0--...::.:.:.=~====~=~== ' ====;;;:_=..;...:::..:;a,;.;,.;.::;__===='-''---0 3' Drawing is Conceptual. All locatlons are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ill! Location Allowed Member Reaction (lbs) 1968 @ 2" 7656 (3.50") Shear (lbs) 1837 @ 10 3/4" 3806 Moment (Ft-lbs) 2966@ 1' 9 1/2" 3737 Live Load Defl. (In) 0.014@ 1' 9 1/2" 0.162 Total Load Defl. (In) 0.026 @ l ' 9 1/2" 0.217 • Deflection criteria: LL (L/240) and TL (lJl80), • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NOS. Bearing Length Supports Total Available Required I -Column -OF 3.50" J.so· I.SO" 2 -Column • OF 3.50" 3.50" I.SO" Result lDF Passed (26%) -- Passed (48%) 1.25 Passed (79%) 1.25 Passed (l/999+) -- Passed (l/999+) -- ~oads to Supports (11>s) Deikl RoorLive Factored 959 1010 1968 959 1010 1968 Load: Combination {Pattern) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) 1.0 D + 1.0 Lr (All Spans) Accessories Bloeking Bloeking ' Member Length : 3' r System : Roof Member Type : Drop ~m Bulldlng Use : Residential Burldlng Code : !BC 2018 Design Methodology : ASO Member Pitch : 0/12 • Blocking Panels al'@ assumed to cany no loads applied directJy above them and the lull load rs applred to the member being designed, Lateral Bracing Bracing Intervals Comments .. Top Edge (Lu) 3' 7" ofc Bottom Edge (Lu) J' 7"o/c •Maximum allowable bracing intervals based on applied load. Dead Roof Uve Vertical Loads location (Side) Tributary (0.90) (1.25) Comments Width 0 • ~If Weight (PLF) o to 3' T' N/A 6.4 -- 1 • Uniform (PSF) O to 3' T' (Front) 2' 15.0 20.0 Default Load 2 -Uniform (PLF) 0 to 3' 7" (Front) N/A 70.0 Default Load 3 -Point (lb) I' 9 1/2" (Front) N/A 1536 1876 Default Load Weverhaeuser Notes Weyertiaeuser warrants that the sizing of its products will be in accordance with Weyertiaeuser product design enter/a and published design values. Weyerhaeuser expressly disclaims any other warranties related to ti>e software, Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurtsdlctlon. "Ille designer of record, builder or rramer IS responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable fo=try standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-I387 and/or tested in accordance with applicable A5™ standards. For current code evaluation reports, Weyerhaeuser product llterarure and Installation details refer to www.weyertiaeuser.cx:,m/woodproduas/OOCument-llbrary, "Ille product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Engrneenng (760) 207 • l BBS A paul.pcsd@gmail.com Wt-ycrh,1euser 6/4/2024 11:07:38 PM UTC ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.S.O File Name: Rohrbaugh Page 1 / 1 ? ,ru/f;,tndehJYUI efmt :dt'ttfo bfaetnVtJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@a.mail.com 5.0 Lateral Design & Analysis Wind: p = A Kzt I pSJO 'A = 1.00 Kzt = 1.0 PS30~ 26.6 psf I = l.O P = 16.0 psf (ti~ 28 ~-1 l '"~ 20 8) (fig 2X )) Hable I 5•21 Criteria JOB 23-057 SHEET NO 7 c OF CALCULATED BY PSC DAT-E--2-/2-4-/2_3_ CHECK BY ____ DATE __ _ SCALE s.= 1.021 F. = 1.2 R = 6.50 V = 0.090 * Wt • p (ASCE 7-16 • Eq. 12.8-2) s,= 0.31 1 f v= 0.0 I = 1.00 (p -Redundancy) 1st Story 2nd Story Each Story Resists > 35% Base Shear: not satisfied not satisfied Wind Loads Any Shear Wall w/ (h/1)>1 .0 is< 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N I S = 16.0 psf X ------671 sq. ft.= 10709 lbs. 366 sq. ft.= 5841 lbs. Direction: E /W = 16.0 psf X ------ RoofWeieht Roof Wt. = Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = 11.0 psf x 3609 sq. ft.= 39699 lbs. 15.0 psf x 791 sq. ft.= 11865 lbs. 8.0 psf x 681 sq. ft.= 5448 lbs. 4.0 psf x 2724 sq. ft.= 10896 lbs. ------Total Trib. WR = 67908 lbs. Total Seismic Dead Load: W1 = 67908 lbs. ASD Base Shear: V = 0.090 * p * Wt = 7970 lbs. #REF! not satisfied p = l I Use p = 1.3 . . ? ,n,J'G'rn'.dtm,,u, 'ef mt .ZX,!rc, .P'nfaeennJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 j OF PSC DAT--E-2-/-24_/_2_3_ DATE SHEET NO CALCULATED BY CHECK BY SCALE --------- Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis -1st Story Shear Walls Gridline I 2 'j L. N / S Length of Shearwalls IS 3 8 r • ®,..._.__. Total 15.0 11.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 r: , I I • I ·-' I . 1 Wall Ht. Type 8.4 A 8.4 A F E F SE FA E FA: E F SE -·➔••• ......... ~-~-. t' ! ' Gridline A B C D E /W Length of Shearwalls Total Wall Ilt. Type I 1 2 8.4 71'- 5 5 8.4 ~ 7 7 8.4 A 3 3 8.4 A 0 ~ 0 # ~:0' 0 /0! 0 # ! 0 # ! 0 #D 0! ..... l.. ... -t r ' ,. •. r ? ,u/f;,trl.rtlln,on ';In, ~,.c, bfaeen'nJ 3529 Coastview Ct• Carlsbad, CA 92010 Telephone (760) 207-1885 • Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline G) 15 % ( 10709 X 0.15 1606 #) 1606 lbs. V = 15 ft. 107 plf OTF 900 lbs. O,,c.e. i.f!,1r -&.'tl •lh-S')1 .. \s/·i.: ui .. ,~pr~,·~ Gridline Ci) 25 % ( )0709 X 0.25 2677 #) 2677 lbs JOB 23-057 SHEET NO Of OF CALCULATED BY PSC DAT_E_2/ __ 2_4_/2 __ 3_ CHECK BY ____ DATE __ _ SCALE ~ No l-U> 11 V = II ft. 243 plf"' l ~\ .. -2.1>0 pf l,1. OTF 2044 lbs. 'C\ltMQ HDU2 ?,u/f;',tr/.den.l't>n dn, ~o Sfaee.rmJ 3529 Coastview Ct-Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) __ G_ri_d_lin_e--1,G~A,1-------5--'¾_o ____ 79_7_0 x 0.05 = 399 #) 19~ c..:-:..-)-,ou'•t,~ 399 lbs. V 2 c • ._ JOB 23-057 SHEET NO \ b OF CALCULATED BY PSC DAT-E--2/-24-/2_3_ CHECK BY ____ DATE __ _ SCALE t..)c,l 'S"'14tA"'fJ, .. H ~J l\· v,,j ,o",~•Jt)• PA"' __ G_ri_d_lin_e_G)....,_B~ ____ 2_2 __ '¾_o __ ( __ 79_7_0 x 0.22· = L 753 # ) 1753 lbs. V = 5 ft. OTF 2946 lbs. Gridline G 638 lbs. V = 7 ft. OTF 765 lbs. Gridline (g) V = OTF 399 lbs. 3 ft. 1116 lbs. 351 plf 8 % ( 7970 X 0.08 638 #) 91 plf 5 % ( 7970 X 0.05 399 #) • HDU2 ~ 'HDU2 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com i-Steet Co~ LIC#: KW-060t6684, Buitd:20".23.2.14 DESCRIPTION: Patio Column Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Project Title: Engineer: Project ID: Project Descr: Printed· 3 MAR 2023, 12:21 PM PCSD Engineertng (C) ENERCALC INC 1983-2022 Steel Section Name : HSS5x5x3/16 Overall Column Height 8.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free. Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 8.5 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 8.5 ft, K = 2.1 Applied Loads ____________________ S_e_rv_ice_lo_a_d_s _en_t_er_e_d_._ L_o_a_d_F_ac_to_rs_w_ill_b_e_a..:..p.:....pl_ie_d_fo..:..r....:c..:..a..:..lc_ul_at_io_ns. Column self weight included : 101.745 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 1.80, LR = 2.40 k BENDING LOADS ... EQ: Lat. Point Load at 8.50 ft creating Mx-x, E = 1.035 k DESIGN SUMMARY -------------------------Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabl, Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Rati, Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn I Omega : Allowable Load Combination Results 0.6072 : 1 +D+0.70E 0.0 ft 1.902 k 37.705 k -6.158 k-ft 10.581 k-ft 0.0 k-ft 10.581 k-ft 0.03595 : 1 +D+0.70E 0.0 ft 0.7245 k 20.156 k Maximum Axial + Bending Stress Ratios Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Stress Ratio Status Location Cbx 0.050 PASS 0.00 ft 1.67 0.114 PASS 0.00 ft 1.67 0.098 PASS 0.00 ft 1.67 0.030 PASS 0.00 ft 1.67 0.607 PASS 0.00 ft 1.67 0.462 PASS 0.00 ft 1.67 0.597 PASS 0.00 ft 1.67 Maximum Load Reactions .. Top alon_g_X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 0.9969 in at for load combination :E Only Along X-X 0.0 in at for load combination : 0.0 k O.Ok 0.0 k 1.035 k 8.50ft above base 0.0ft above base Maximum S!!!:!ar Ratios Gby Kxlx/Ry KyLy/Rx Stress "Ratio ·status Location 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.000 PASS 0.00 ft 1.00 109.29 109.29 0.036 PASS 0.00 ft 1.00 109.29 109.29 0.027 PASS 0.00 ft 1.00 109.29 109.29 0.036 PASS 0.00 ft Note: Only non-zero reactions are listed. Load Combination Axial Reaction @Base X-X Axis Reaction @ Base @Top k Y-Y Axis Reaction @Base @Top Mx -End Moments k-ft My -End Moments @ Base @Top @ Base @Top DOnly +D+Lr +D+0.750Lr +0.600 +D+0.70E +D+0.5250E 1.902 4.302 3.702 1.141 1.902 1.902 0.725 0.543 -6.158 -4.619 I Steet·Cottmm PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com UC#: KW-06016684, Build:20.23.2.14 DESCRIPTION: Patio Column Maximum Reactions Load Combination Axial Reaction @Base +0.60D+0.70E Lr Only E Only Extreme Reactions 1.141 2.400 Axial Reaction Item Extreme Value @ Base Axial @ Base Maximum 4.302 Minimum Reaction, X-X Axis Base Maximum 1.902 Minimum 1.902 Reaction, y.y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum Minimum Moment, X-X Axis Base Maximum Minimum 1.902 1.902 1.902 1.902 1.902 1.902 Moment, y.y Axis Base Maximum 1.902 Minimum 1. 902 Moment, X-X Axis Top Maximum 1.902 Minimum 1.902 Moment, y.y Axis Top Maximum 1.902 Minimum 1.902 Project ntle: Engineer: Project ID: Project Descr: Printed 3 MAR 2023, 12:21PM PCSD Engineering -ProjeGt-Fi* Rol'utaugh-.~-• l (C) ENERCALC INC i9Bi-2022 1 X-X Axis Reaction @Base @Top X-X Axis Reaction @ Base @ Top -8.797 Note: Only non-zero reactions are listed. k Y-Y Axis Reaction Mx -End Moments k-ft My • End Moments @ Base @ Top @ Base @ Top @ Base @ Top --0~_=12~5-------6~.1=55 1.035 k Y-Y Axis Reaction @Base @Top 1.035 1.035 1.035 -8. 797 Mx -End Moments k~ft--My -End Moments @ Base @ Top @ Base @ Top -8.797 -8.797 -8.797 Maximum Deflections for Load Combinations Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Lr Only E Only Steel Section Properties Depth = Design Thick = Width Wall Thick = Area Weight = Max. X-X Deflection 0.0000 in 0.0000 ,n 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 rn HSS5x5x3/16 5.000 in I xx 0.174 in s xx 5.000 in R xx 0.187 in Zx 3.280 inA2 I yy 11 .970 plf S'fY R'fY 0.000 in Distance --6~000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 fl 0.000 fl 0.000 fl = = = = = Max. Y-Y Deflection 0.000 in 0.000 In 0.000 in 0.000 in 0.698 in 0.523 in 0.698 in 0.000 in 0.987 in 12.60 inA4 5.03 inAJ 1.960 in 5.890 inA3 12.600 inA4 5.030 jnA3 1.960 in Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.500 ft 8.500 ft 8.500 ft 0.000 ft 8.443 fl J = C ... Job #: l.3 · op PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Page: I z of ____ _ Ph: 760-207-1885 Mi.Ov-\ ~vf, r✓"-r\ .. ~7 . PA->.C ~-h.rf.st"-"?""' 5 r..n D•"-'J" :En .,,.,een.n Date: 6 ,6·'t'f Engineer: _______ _ @-, H,f.)A-w. ©- @--- @--J ·"' ~, ... ~ bb~ ~ ~~ IU")PHit\oJ , ()5£, & St1l,.('l. "4.1.LJ "-'I 1-tDvZ. \.t<->\.V.)(;W( ,4, frx.il!UOL LAL\.) ·c,~ At}onc...>. y I / ---=~====-- I ;:.. l>- ti / I /L,J -© -----© ,: %'-r I }tS~c.\lo-1 : U~E ~ s11~ ~y v I • k Do '2 \.4C>L0o~ ~ Au.· f:°A11u"L, kAU;S o~ Ao o n'll : ... JOB 23-057 ,r°,u/f;,trlden~ ~'"' ~o £.p~ SHEET NO 13 OF 13 l)icx CAL CU LA TED_B_Y __ P_S_C_ DA TE 2/24/23 3529 Coastview Ct -Carlsbad, CA 9201 O Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDATION DESIGN 6.1 CONTINUOUS FOOTING w = 1125 plf width= 1125 plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) USE 12 " WIDE CONTIN. FTG W/ 2 -# 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING CHECK BY DATE SCALE ASBP = 1500 psf pall = 1500 • 12 • 36 6.3 PAD DESIGN PAD Pl t~---2.....,(PK,..,;.ath"'").__.J SIZE 30 "SQUARE x 12 "THK WI 3 -# 4 EACH WAY 12 7T Pall = 4500 lbs LOAD P max = 1500 * 3 2 P max = 9375 lbs --- '''-'-............ ~ :.. ....... , .. . : ...... , ... ... PCSD Engineering 3529 Coastvillw Court Cartsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Cantilevered Retaining Wall UC# : KW-06016684, Buld:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Code Referenca Project Title: Engineer: Project ID: Project Desa: Pr.nteo 13 SEP 2023 2.14PM Project File: Rohrbaugh.ec6 ! PCSO E.tQiueeaiog -------(~c) ENERCALC INC 1983-2023 Calculations per IBC 20211807.3, ASCE 7-16 Criteria Retained Height = 3.00 ft Wall height above soil = 0.67 ft Slope Behind Wal = 0.00 Height of Soil over Toe 5.00 in Water table above bottom of footing 0.0ft Su~harge Loads Surcharge Over Heel 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 50.0 Used for Sliding & Overturning ~~al Load Applied to Ste_m __ _ Axial Dead Load = Axial Lille Load Axial Load Eccentricity 130.0 lbs 90.0 lb& 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Adive Heel Pressure 55.0 psf/ft Passive ~ Soil Density, Heel Soil Density, Toe FootingjJSoil Friction Soil height to ignore for passive pressure = 200.0 psf/ft 110.00 pct 110.00 pct 0.400 12.00 in Lateral_ Load Applied to Stem l..aleral Load = 0.0#/ft ... Height to Tq: 0.00ft ... Height to Bottom 0.00ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength UMtl) ~~acent Footing l~~~ ________ _ Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.OOin Wall to Fig CL Dist 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of wan = 0.0ft Poisson's Ratio = 0.300 ,. ~ ~ ............ : .... ,-..,,, .... !. ........ , ... ... PCSO Engineering 3529 Coastview Court Car1sbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com l Cantilevered Retaining Wall ~~.-Buiit.20.23~08.30·- DESCRIPTION: 3' Ret. Wall @ Shed Project Title; Engineer: Project ID: Project Desa: _!?_esign Summary Stem Construction Bottom Wall Stability Ratios Overtuming 2.68 OK Slab Resists All Slicfing I Global Stab~ity = 1.62 Total Bearing Load = 1,476 l)s ... resultant ecc. = 2.14 in Eccentricity within middle third Soil Pressure @ Toe 765 psf OK Soil Pressure @ Heel 307 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1 .071 psf ACI Factored@ Heel == 430 psf Footing Shear@ Toe Footing Shear@ Heel = Allowable Slidlng Cales Lateral Sliding Force = 5.6 psi OK 2.7 psi OK 75.0 psi 540.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E --------. ----- 1.200 1.600 1,600 1.600 1.000 DNign Height AbcMt Ft( Wal Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ----- 1blFB + fa/Fa Total Force @ Section SenriceLeYel Strength Level MomenL.Actual Service Level Strength Level Moment... .. Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method ft= = = = = lbs= lbs= ft-#= ft-#= psi= psi= psi= in2= psf= in= psi= psi= = = in = Concrete Data ----- fc psi = Fy psi= 5'ern0f( 0.00 Masonry ASD 8.00 • 5 24.00 Center OA35 322.5 360.0 881 .3 3.5 45.4 91,50 64.0 3.81 1,500 20,000 Yes 21.48 7.63 ASD SD Pnn!ed 13 SEP 2023. 2 14PM Prc;ect FIie: Rohrt>augh.ec6 (c) ENERCAi.C INC 1963-2023 SD ....... :-.,i ........ :.a. ......... ..: :, .. , .,, .. ..., PCSD Engineering 3529 Coastview Court car1sbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com ,----·------------·--·--· -·-·-·-·· 1 Cantilevered Retaining Wall L. -=~~-~·-·· Lie.: KW-08018684, Builrt.20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Footing Data _______________ _ Toe Width = 0.92 ft Hee\W\dth 1.58 Total Footing Width = 2.50 Footing Thickness 12.00 in Key Width = 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft re= 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = o.oo,s Cover@Top 3.00 @Btm.= 3.00 in T Project Trtle: Engineer: Project ID: Project Descr: Pr:ntea. 1 J SEP 2023. 2 14PM ··-····-·-·-·-·-PCSO i:'E"J;..ig,,~· --•m~'III .. ---- Pro;ect FIie: Rohrbaugh.ec:6 , ------•·--·-··-···------· (c}ENERCALC INC 1983-2023 ___ Footing Design Results Toe tl!!! FactOfed Pr~sure 1,071 430 p&f Mu': Upward 417 213 ft-# Mu' : Downward 181 576 ft-# Mu: Design = 237 OK 363 It-# phiMn = 26,913 2,500ft-# Actual 1-Way Shear 5.57 2.66 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing = # 8@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: phiMn = phi05*1ambda0sqrt(fc)0 Sm Key: No key defined Min footing ,&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in 0.65 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Project Title: Engineer: Project ID: Project Descr: I Cantile,vered: Retaining-Wall' LIC#: KW-06016684, Build:20.23.08.30 PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Code Reference; Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 2.00 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.00in Water table above bottom of footing = 0.0 ft Surcharge Loa~s ---·· Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 50.0 Used for Sliding & Overturning Axial Load A lied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure = 200.0 psflft 110.00 pcf 110.00 pcf 0.400 12.00 in Lateral Load Applied to Stem Lateral Load ... Height to To~ ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Wind r,N) (Service Level) Wind on Exposed Stem = (Strength Level) 20.0 psf Printed· 6 FEB 2024, 1 o·0BAM Project Ftte:. Flotubaugh.ec6 i (c) ENERCALC INC 1983-2023 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs = 0.00 ft 0.00 in = 0.00 ft Spread Footing 0.0 ft = 0.300 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Proiect Descr: I Cantilevered R~taining Wall UC#: KW-06016684, Build:20.23.08.30 ---~----""PC""S"'O"Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Stem Construction Bottom Stem OK Design Height Above FtE ft= 0.00 Wall Stability Ratios Wall Material Above "Ht" = Masonry Overturning = 2.95 OK Design Method = ASD Slab Resists All Sliding 1 Thickness = 8.00 Global Stability = 1.21 Rebar Size = # 4 Rebar Spacing = 24.00 Total Bearing Load 1,134 lbs Rebar Placed at = Center ... resultant ecc. 0.20 in Design Data Eccentricity within middle third fb/FB + fa/Fa = 0.692 Soil Pressure@ Toe = 510 psf OK Total Force@! Section Soil Pressure @ Heel = 465 psf OK Service Level lbs= 170.0 Allowable = 1,500 psf Strength Level lbs= Soil Pressure Less Than Allowable Moment .... Actual ACI Factored @Toe = 715 psf Service Level ft-#= 343.3 ACI Factored@ Heel 651 psf Strength Level ft-#= Footing Shear@ Toe = 5.3 psi OK Moment. .... Allowable 579.7 Footing Shear @ Heel = 1.0 psi OK Allowable = 75.0 psi Shear ..... Actual Service Level psi= 1.9 Sliding Cales Strength Level psi= Lateral Sliding Force = 307.5 lbs Shear ..... Allowable psi= 45.5 Anet (Masonry) in2 = 91.50 Wall Weight psf= 84.0 Rebar Depth 'd' in= 3.81 Masonry Data Vertical component of active lateral soil pressure IS fm psi= 1,500 considered In the calculation of soil bearing pressures. Fs psi= 20,000 Solid Grouting Yes Load Factors -Modular Ratio 'n' = 21.48 Building Code Equiv. Solid Thick. In= 7.63 Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= Sersmrc, E 1.000 Fy psi = SD \ 1/ Printed 6 FEB 2024, 10 08AM Project FUe: Rohrt>augh.ec6 I (c) ENERCALC INC 1983-2023 --- • • PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 • ....,,""--"""""" paul.pcsd@gmail.com .......... ,,.... 1-. 1 Ca!'_ijlevered ~etaining Wall Lie#: KW-06016684, Butld:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSO Engineering Pnnted. 6 FEB 2024, 10·0BAM Project File: Rohrt>aug_h.ec6 1 (c) ENERCALC INC 1983-2023 DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Footing Data Toe Width Heel Width Total Footing Width = 1.50 ft = 0.67 = --2.17- Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu' : Downward !2! 715 787 433 tltt! 651 psf 0 ft-# 0 ft-# Mu: Design phiMn 354 OK 0 ft-# OK OK-Flush Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing 10,125 = 5.28 = 75.00 = #4@9.00 in 1.03 psi 40.00 psi Heel Reinforcing Key Reinforcing Footing Torsion, Tu = Flush heel condition. No reinforcing required. = None Spec'd Footing Allow. Torsion. phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@20.37 in 0.56 in2 0.26 ln2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in SIMPSON Stro11g-Tie 41 Anchor Designer™ for Concrete Software Version 3.3.2403 1 1,erolect information Project description: Location: Fastening description: 2. Input Data & Anchor parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h,1 (inch): 5.000 Code report: ICC-ES ESR-4057 Anchor category· • Anchor ductility· Yes h""" (Inch): 6.38 c.c (inch): 7.58 C,,..n (inch): 1. 75 Sm.. (inch): 3.00 Recommended Anchor Anchor Name: SET-3G'" • SET-3G wt 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: I Date: I a,1012023 Engineer: I Page: I 1/4 19/ Project: Address: Phone: E-mail: .. Comment: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 Stale: Cracked Compressive strength, re (psi): 2500 4-'c.v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear· No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checked tor agreement with the exisbng circumstances. the standards and guidelines must be checked for plausibility <; '"I)• i·• .:ic: • -~ ';, ,,,,.,,.~., "· 5956 W Las Posltas Boulevard Pleasanton, CA 94588 Phone 925 560.9000 Fax: 925 847.3871 www.strongtie.com SIMPSON strong-Tie Load and Geometry AnchorDes~ner™for Concrete Software Version 3.3.2403.1 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nu1 [lb): 0 v .. , (lb]: 0 v .. , [lb]: 1350 M .. (ft-lb]: 0 Mu, [ft-lb]: 0 <Figure 1> z X t ' ' Company: I Date: I 811012023 Engineer: I Page: 1214 Project: Address: Phone: E-mail: y 135Q lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. -; er,! ,·:,r. 'i•• ~r'v ,,,. C.::e•t:dc,•1 !1•c 5956 W. Las Positas Boulevard Pleasanton. CA 94568 Phone· 925 560 9000 Fax: 925.847 3671 www.strongtie.com SIMPSON Anchor Designer™ for Concrete Software Version 3.3.2403.1 Company: Engineer: Strong-Tie Project: Address: Phone: E-mail: <Figure 2> • ~ 3. 00 3. Resulting Anchor Forces Anchor Tension load, Nu, (lb) Shear load x, Vu.. (lb) 0.0 Sum 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'"• (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'N, (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 ' 00 Shear load y, V •• , (lb) 1350.0 1350.0 <Figure 3> 8 LO f'.,. • ~ I Date: I 8110/2023 I Page: I 3/4 Shear load combined, .J(V.,..)2-+(Vua,)2 (lb) 1350.0 1350.0 Input data and results must be cheeked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. s,rin•,c,r :-;,,,,nJ-.-. 'C: .. ,::-·•··1 •-,~ 5956 W Las Positas Boulevard Pleasanton, CA 94568 Phone: 925.560,9000 Fax: 925.647.3671 www.strongtie.com SIMPSON Anchor Designer™ for Concrete Software Version 3.3.2403.1 8. Steel Strength of Anchor in Shear CSec. 11.1.11 Vsa (lb) ¢,;,.,u1 ¢ ¢.¥ou,¢Vso (lb) 7865 1.0 0.65 5112 Company: Engineer: Project: Address: Phone: E-mail: 9. concrete Breakout Strength of Anchor in Shear 1sec. 17.7.21 Shear parallel to edge in x-direction: Vo, = minl7(1.I da)02✓dak✓f cea, 15; 9,i.✓rce.,' 51 (Eq. 17.7.2.2. la & Eq. 17. 7.2.2.1b) I. (in) d. (in) ,L, fc (psi) Cat (in) Vo1 (lb) 5.00 0.625 1.00 2500 1. 75 971 ¢Voo, =¢(2)(AvclAvoo)'PO<J,v'Pc.v'f'h,vVo1 (Sec. 17.5.1.2, 17.7.2.1(c) & Eq.17.7.2.1a) Ave (in2) AVco (in2) 'f'O<J,v 'f'c,v 'Ph.v Vo, (lb) 13.76 13.78 1.000 1.000 1.000 971 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.7.31 I Date: I 8/10/2023 I Page: j 4/4 ¢Vcox (lb) 0.70 1359 1/Ncp = ¢minlk.,.,N,; kcpNcbl = ¢minlkcp(ANal AN.o)'f'O<J.N•'l'cp,NaNi,a; kcp(ANcl ANcc)'i'O<J,N'f'c,N'flcp,NN1>I (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp A""' (in2) A..-(in2) \P0<t.,.,, \Pcr,.:va N .. (lb) No (lb) 2.0 184.22 307.10 0.760 1.000 13312 6068 'f'o<J,N 138.75 225.00 0.770 1.000 11. Results Interaction of Tensile and Shear forces Isec. 11.a1 Shear Factored Load, v.,. (lb) Steel 1350 U Concrete breakout x+ 1350 Pryout 1350 No (lb) 1.000 9503 Design Strength, roVn (lb) 5112 1359 6317 N eb (lb) 4512 Ratio 0.26 0,99 0.21 SET-3G w/ 518"0 F1554 Gr. 36 with hef = 5.000 inch meets the selected design criteria. 12. Warnings -Designer must exercise own judgement to determine if this design is suitable . • Refer to manufacturer's product literature for hole cleaning and installation instructions. 0.70 ¢Vcp (lb) 6317 Status Pass Pass (Governs) Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. :::; :1p,2•, 3::ur.J-r.r, r.r,,1~~, :n,: 5956 W las Positas Boulevard Pleasanton, CA 94588 Phone: 925 560.9000 Fax. 925.847.3871 www.strongUe.com SIMPSON Anchor Designer™ Software Version 3.2.2311.2 1.project infonnation Project description: Location: Fastening description: 2. Input Pata & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth. h., (inch): 10.000 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmlo (inch): 11.38 Cac (inch): 22.57 Cm;,, (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-3G™ -SET-3G w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: I Date: I 8/10/2023 Engineer: Project Address: Phone: E-mail: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f e (psi): 2500 4-' •. v: 1.0 I Page: j 1/5 ?1/ Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/1 10"F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.50 x 3.50 x 0.25 Input data and results must be checJ<ed tor agreement with the existing circumstances, the standards and guidelines must be checkea tor plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.slrongtie.com SIMPSON Load and Geometry Anchor Designer™ Software Version 3.2.2311.2 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nu.a [lb]: 3854 Vua. [lb]: 0 V uay [lb]: 0 Mwc [ft-lb]: 0 M.., [ft-lb): 0 <Figure 1> 0 ft-lb X 0lb Company: I Date: I 8/10/2023 Engineer: I Page: 1215 Project. Address: Phone: E-mail: 38541b z r 1 0 ft-lb y 0lb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be chedted for plausibility. 5956 W. Las POSitas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.slronglie.oom SIMPSON e Anchor Designer™ Software Version 3.2.2311 .2 3. Resulting Anchor Forcu Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nua (lb) Shear load x, v,_ (lb) 3854.0 Sum 3854.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): O Resultant tension force (lb): 3854 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'.., (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'"Y (inch): 0.00 4, Steel Strength of Anchor in Tensjon (Sec. 17.6.1I N,. (lb) ¢ ¢N,. (lb) 13110 0.75 9833 s. concrete Breakout strength of Anchor lo Tension (Sec, 17.6.21 N. = kck✓fch.,' 5 (Eq. 17.6.2.2.1) kc k fc (psi) h,r (in) Nb (lb) 17.0 1.00 2500 10.000 26879 #Jcc = ¢ (ANol A""") 'f'.,,_N'flc.N'l'co.NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) A Nc (in2) A""" (in2) ca.-(in) 'f'oa.N 'Jlc.N 502.50 900.00 1.75 0.735 1.00 6. Adhesive Strength of Anchor io Tension {Sec, 17,6,Sl n..u = r.,.,f., .. ,_,.,.,,,K,.,(f,./ 2,500)" tic.er (psi) '"'°"'""" Kw f c (psi) n 1356 1.00 1.00 2500 0.24 N1>a = '1srcrll'dsh.,(Eq. 17.6.5.2.1) ,1. ra-(psi) do (in) h., (in) N .. (lb) 1.00 1356 0.63 10.000 26625 ¢N. = ¢ (A,,./ A_,)"'""·"" 'l-'cr,,,,.N •• (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in2) AN.o (in2) CNe (in) c •. m1rr (in) 'f'<ld.Na 184.22 307.10 8.76 1.75 0.760 Shear load y, V..,,(lb) 0.0 0.0 <Figure 3> 'l'cp,N N• (tb) 1.000 26879 nc.u (psi) 1356 'f'cr,,Na N .. (lb) 1.000 26625 I Date: I 8/10/2023 l Page: 14/5 Shear load combined, -J(V..,.)'+(V..,.)2 (lb) 0.0 0.0 0.65 7170 ¢N• (lb) 0.65 7889 Input data and results must be checked 10( agreement WIIII tne exisung circumstances, Ille Slandards and guidelines must be clted(ed for plausibility. 5956 W. Las Posilas Boolevafll Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 -.Slrongtie.oom SIMPSON 11. Results • Anchor Designer™ Software Version 3.2.2311.2 loteractlon of Jeosue and Shear Forces 1sec. 11.a1 Tension Factored load, Nua (lb) Steel 3854 Concrete breakout 3854 Adhesive 3854 Company: Engineer: Project: Address: Phone: E-ma~: Design Strength, lllNn (lb) 9833 7170 7889 Ratio 0 39 0.54 0.49 SET-3G w/ 5/8"0 F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria. 12. Warnings -Designer must exercise own Judgement to determine If this design Is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. I Date: I 8/10/2023 I Page: I 515 Status Pass Pass (Governs) Pass Input data and results must be checked lbr agreement wilh !he eXISting arrumslances. the Slandanls and gulde~nes must be dlecMcl ful-pliwsibility. 5956 W. Las Posi1as 8oulewld Pleasan10n. CA !M588 Phone: 925.560.9000 Fax: 925.847.3871 -.Slmngtie.com PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Structural Design Calculations Residential Addition Client A7 Group Inc Project Rohrbaugh Residence 2001 Cima Court -~=:!!:!~2008 Paul S. Christenson RCE C57182, exp. 12/31/23 February 24, 2023 Rev. 6-7-24 PCSD File #: 23-057 •. 1-,1 rA,~ L t:_,.h,.r,,st:.Ln)trn. $,P',•1-!'u.ttt1 Z,»'Jo-&.u.rin.i • CITY Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@grnail.com 1.0 Design Criteria: Rohrbaugh Residence 23-057 Code: Timber: 2022 California Building Code -ASCE 7-16 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: DF-L #2 " " Posts & Beams: DF-L #1 • Glue-Lam Beams: Simple Span: Grade 24F-V4 (OF/DF) Grade 24F-V8 (DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U .N.O.) Engineered Framing Wood I-Joists: TJI 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBO ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL, PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. f'm = 1800 psi @ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 , Min. fm = 2000 psi@ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi) ASTM A615-40 (Fy = 40 ksi) Structural Steel: 'W' Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channels ASTM A36, Fy = 36 ksi Tube Shapes: ASTM A500, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: A615-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) r?5 ,u/f;,tn'.dehJ"tUI dnt fj,!f" SfaeermJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 SHEET NO 1,. OF -----CALCULATED BY PSC DATE 2/24/23 CHECK BY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST 2.1 Roof {Vaulted) Roofing IS/32" Sheathing Roof Framing S/8" Gyp. Bd. Insulation and Misc. IoL = lLL = Total Load = 2.2 Roof (w/ ceiling) Roofing 1 S/32" Sheathing Roof Framing Insulation and Misc. 2.3 Ceiling Ceiling Joists loL = I LL= Total Load= S/8" Gyp. Bd. Insulation and Misc. 2.4 Walls IoL = Ill = Total Load= Exterior Wall 7 /8" Stucco IS/32" Sheathing 2x4 Studs@ 16" o.c. S/8" Gypsum Bd. Misc. 5.0 psf 2.0 psf 2.8 psf 2.8 psf 1.4 psf 14.0 psf 20.0 psf 34.0 psf S.0 psf 2.0 psf 2.8 psf 1.2 psf I 1.0 psf 20.0 psf 31.0 psf 1.3 psf 2.8 psf 1.9 psf 6.0 psf 10.0 psf 16.0 psf 9.0 psf l.S psf I.I psf 2.8 psf 0.6 psf IS.0 psf Interior Wall 1/2" Gyp. Bd. (2 Sides) 2x4 Studs @ 16" o.c. Misc. 4.6 psf I. I psf 2.3 psf 8.0 psf ? nJf:'rnnen.ron 'elnt zj~" £.,,Jmeen'nJ 3529 Coastview Ct -Carlsbad, CA 92010 JOB 23-057 SHEET NO 1, OF CALCULATED BY PSC DAT-E-..,.2-,-,/2,....4...,,/2'"'3- CHECK BY ____ DATE __ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 2.0 LOAD LIST (CONTIN) 2.5 Floor Floor Cover Sheathing 2x F.J. 5/8" Gyp. Bd. Insulation and Misc. IoL = I LL = Total Load= 5.5 psf 2.3 psf 3.1 psf 2.8 psf 1.3 psf 15.0 psf 40.0 psf (60.0 psf -Decks) 55.0 psf WIND PARAMETERS 2.6 Wind Basic Wind Speed = I IO mph Exposure Cat = B Ps = >.Kzt•l*Ps30 P = 26.6 psf (ASCE 7-16 • Equation 28.5-1) P = 16.0 psf (*0.6 ASD) 2.7 Seismic Sos= 0.822 _ Sos Cs -(R/I) Cs = 0.126 USE: V= 0.126 WDL ASD BASE SHEAR V ASD- (11.4.5) A = 1.00 (fig. 28.5-1 l Ps30 = 26.6 psf Kzt = 1.00 (fig. 26.8) I = 1.0 USGS APPLICATION s.= 1.021 s, = 0.37 1 F. = 1.20 R = 6.5 h0 = 15.00 Occupancy Category: Site Class: Fv= 0.00 I = 1.00 2 D SEISMIC DESIGN CATEGORY s,<o.1s s, > O 04 Ss >o.1s (11.6 ASCE 7-16) (11.4.2 ASCE 7-16) (fig. 28.5-1) (table l.5-2) T • = C1 * (h,,)° 75 = 0.152 Ts = S01/S0s. 0 k= l.0 ::qn. 12.8-1 Not 01 Ta<0.5 Seismic Design Category: D 2/20123, 2:34 PM Rohrbaugh U.S. Seismic Design Maps OSHPD )Aj 2001 Cima Ct, Carlsbad, CA 92009, USA Latitude, Longitude: 33.081195, -117.2642819 I I \ ' ' Google Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.027 S1 0.371 SMs 1.232 SM1 null -see Section 11.4.8 Sos 0.821 So1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4 .8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.451 FpoA 1.2 PG~ 0.542 TL 8 SsRT 1,027 SsUH 1.149 SsD 1.5 S1RT 0,371 S1UH 0.41 S1D 0.6 PGAd 0.519 PGAuH 0.451 https://www.seismicmaps .erg l:\TheWiseOx T Butcher & Deli 9 • Auto Appraisal Network in San Diego, CA Property Alliance 9 Anillo wa'I ~,sa --1\sta \..3- Map data ©2023 Description 2/20/2023, 2:34:24 PM ASCE7-16 II D -Default (See Section 11.4.3) MCER ground motion. (for 0.2 second period) Desert pt Ion MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value NU11>Bne sejsmjc desJgn vaJus 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 MCE0 peak ground acceleratlon Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored detenninistfc acceferation 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) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 1/3 ~FORTEWEB 0 (TI MEMBER REPORT Roof Framing, (RR-1) Rafters 1 plece(s) 2 x 10 OF No.2@ 16" OC Overa II Length: 18' T" 18' All locations are measured from the outside race of left support (or left cantilever end). All dlmenSlons are horizontal. Oillllan._.. .• .. : ; -i Adlai •• tomtllilt ' • ' ..,.,-·-.... ~. ui,,: 1.aM!'Col1ibl•llall(~' Member Reaction (lbs) 43-4@ 2 1/2" 3281 (3.50") Passed (13%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 384@ 1' 3/4" 2081 Passed (18%) 1.25 1.0 0 + 1.0 Lr (All Spans) Moment (R-fbs) 1925@ 9' 3 1/2" 2537 Passed (76%) 1.25 1.0 D + 1.0 Lr (Alf Spans) Live l.Oad Defl. (In) 0.413@ 9' 3 1/2" 0.908 Passed (L/528) --1.0 D + 1.0 Lr (All Spans) Total l.Oad Defl. (In) o. 722 @ 9' 3 1/2" 1.211 Passed (L/302) -· 1.0 D + 1.0 Lr (All Spans) • Dellectiol'I cr1ter1a: LL (l/240) and TL (l/180). • Allowed moment does not reflect the adjustment for the beam stal>Wty factor. • " 15% Increase In the moment e&p;,city has been added to oa:ount for repetitive member usage. • f<ppllCable catculatlons are based on NOS. . • ,_.,....,... ., ····•-....... (lllit). i. ~,:.j,::· /Jt:: .. )·· ·.:L:·· -~ t-..,., ~~-~ "'•'~1'~ :1JN'~ -~ • .. ~:~"J.~'.:'."!::x·.),'. 1 • Stud wall • OF 3.50" 3.50" 1.50" 186 248 434 Blod<Jng 2 • Stud wall -OF 3.50' 3.50" 186 248 434 Blodclng • llloddng Panels are assumed IX> carry no loads applied directly abcwe them and the full load ,s applied to the member beng designed, •Maximum allowable bracing lnter,als based on applied load. "-· ,.::~u,._.:c -·.:· .~, -~,· 1;:i,l!Ltol . • :.<•~-~-f~}; to...,.;.. 1 -Uniform (PSF) 0 to 18' 7' 16" 15.0 20.0 Default Load ,-;:• .. PASSED .. 0 System : Roof Member Type : Joist Blllldlng Use : Resldentlal Bulldiog Code : !BC 2018 Deslgn Methodology : ASO Member Pitch : 0/12 Weyerhaeuser warrants that the sizing or Its products wfll be In accorclance with Weyemaeuser product <ll!slgn crtter1a and published design values. Wevema,,user expressly dlsdalms any other war,.,ties related to the software. Use of this software IS not Intended ID circumvent the need for a deslgn professional as determined by the authority having Jur1sdlctlon. The designer of record, builder o, framer Is responsible to assure that this calculatlon IS compildble with the O\'ef'illl project. Accessones (Rim Boaro, Blocl<lng Panels and Squash 81od<s) are not designed by tt,js sortware. Products manufactured at Weyerhaeuser facll-are third-party~lled ID sustainable forestry standMls. Weyerhaeus<,, En<)n,!erecl Lumber ProcaJcts have been evaluated by ICC·ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in aooordance with applicable "5'TM standards. For current code evaluation reoorts. Weyerhaeuser product ll~rature and lnstaliatlon details refer to www.weye,t,aeuser.com/wooclpn,ducts/document-!tbnlry. The product appllcatkln, ln.-,t design loads, dimensions and support Information have been provided by ForteWEB Software Operator l'ortll!Wl!I Software Operator .JobNotes Paul Christenson PCSD Engineertng (760) 207-1885 A paul.pcsd@omall.com Wey,rh.icuser 2/22/20]3 8:04:20 PM UTC ForteWEB v3.S, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 :-lFORTEWEB ... 0 MEMBER REPORT Roof Framing, (RR-3) Rafters 1 piece(s) 2 x 8 OF No.2@ 16" oc Overall Length: 14' 11" All locatlons are measured from the outside face of left support ( or left cantilever end). All dimensions are honzontal. o.fOh~•-.•··c"!, .-~--~ ,,.~~. _1 . ....-:-. '. .. ~i.lJll 5&.ai, .. ,e ··11r--~f•. ~- Member Reaction (lbs) 573 @ 6' 1 3/4" • 3281 (3.50") Passed (17%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs} 260 @ 6' 10 3/4" 1631 Passed (16% l 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) -856 @ 6' 1 3/4" 1275 Passed (67%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.260@0 0.615 Passed (2l/568) --1.0 D + 1.0 Lr (Alt Spans) Total Load Den. {In) 0.407@ 0 0.819 Passed (2l/362) --1.0 D + 1.0 Lr (Alt Spans) • Deflection crtll!rta: LL (1/240) and Tl (1/180), • Ovemang ~flectioo crtterta: U. (21/240) and Tl (21/180). • Left cantite.er length eJCCeeds 1/3 member leng1h or 1/2 back span lengtll. Additional bracing should be consldered. • Allowed moment does not reflect the adjustment for the beam stabllty factor. • A 15% Increase In th<!! moment capacity has been added to account for repetitive member usage. • Moment capadty cwtr earn!-"'P\l0rt l l\as bee<\ reduced tJt 2S'l\, In \es'-"" the~ ol l>oo<llng. • Applicable c:alrulatlons are based on NOS. I • Stud wal • OF 3.50" 3.50" I.SO" 236 337 573 Blodtlng 2 • Stud wal • Of 3.50" 3.50" I.SO" 43 90 133 81oddng • Bloddng Panels are assumed to tarTY no loads illllJlled directly above them and the ful load Is aPl)lled to the member being designed. Top Edge (Lu) 14' 11" 0/C Bottom Edge (Lu) 11' 11' o/c •Maldmum allowable bracing lnte!vals based on applied load. l • Uniform {PSF) 0 to 14' 11" 16" 14.0 20.0 Default Load ( f".v--,. + 0 System : Roof Member Type : Joist 8ulldl,ig Use : ~ Building Code : rec 201e Design Me1!l0doloQy : ASO Member Pitch : 0/12 Weyemaeuser warrants that the Sizing of Its pro<lucts wm 0e In aa:crdance wltll Weyerhaeuser product design 0111,na and pt.t,ltshed design values. Weyert,aeuser expressly disclaims any other warranties related tD the softwafe. Use at this software ts not in~ to circumvent the need for a design pn>fessional as determined by the authority llavtng jurisdiction. The designer at reccnJ, builder or framer IS responsible tD as5llre that this calculatlon ts cornponble wltll the overall pn>ject. Aa=essories (Rim Board, Bloddng Panels and Squash Blod<s) are not designed by this software. Products maFl\Jfactlnd at Weyert,aeuser facilities are third-party a,rtified In sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation repcrts ESR·ll53 and ESR-1387 and/or tested In accordance with appttcable AST"1 standards. For cum,nt code evaluation reports, Weyet,aeuser product llteratun! and tnstallatlon oetatls refer to • www.weyemaeuser.com/woodproducts/dooJmenHbrary. The product appllcatlon, Input design loads, dimensions and support lrtormanon have been provided by fortl!WEB Software Operalnr -WEB SOftware Oponto, Job- Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmall.com ~rhaeuscr 3/12/2023 3:00:20 PM UTC ForteWEB v3.5, Engine: VS.2.5.1, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 / 1 ~IFORTEWEB 0 MEMBER REPORT Roof Framing, (RB-1) Hdr Bm 1piece(s)31/r x 11 7/8" 2.2E Parallam® PSL Overall Lengtli: 1 O' 11". ~. , • ~ liJf ;;{,i il "· J 10' 4" [i) All locations are measured from the outside face of lel't support (or left cantilever end). All dimensions are horizontal . DaaJan,lllliufts . • .'. ", ~ . ...-.. '' -'~ R.uit lM:" -~•~ lllltullan(....,..) .. , Member Reaction (lbs) 5079 @2" 7656 (3.50") Passed (66%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 4556 @ 1' 3 3/8" 10044 Passed (45%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 1s153@4· r 24878 Passedm%) 1.25 1.0 D + 1.0 Lr (AIT Spans) Live Load Defl. (In) 0.183 @ 5' 3 3/4" 0.529 Passed (L/696) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.337 @ 5' 3 13/16" 0.706 Passed (L/377) --1.0 D + 1.0 Lr (All Spans) • Deftectior1 crtter1a: LL (l/210) and Tl (l/180). • Allowed moment does not reflect tile adjuStment for the beam s.,;,blllty factor. -...... .....,._ . :; (.Olidl tlli ..... (llill} ', ·. ,5'1PIJOP ,, ··Toe.I ~ Ac1.hu i.. : ~ OMlt 111oo1a..-· ...... '. ' 1 -C:O.,mn-Of 3.50" 3.50" 2.32" 2358 2721 5079 Bloddng 2 -COiumn -OF 3.50" 3.50" 1.95" ZOU 2259 4270 BIOCl<itlO • Bloddng Panels are assumed to cafT'/ no loads applied d~ aboYe them and the fuU load ,s applied ID the member being designed. Lilteratlr8dntJ_ 'lradill~ ~ '·:,· .. { ,• '' ... Top Edge (Lu) 10' 11· o/c Bottom Edge (IJ.J) 10' 11" o/C •Maximum allowable bracing Intervals based on applied load, · .. ~ ,. ' '' ~-'llllililU,,. ' ' ~111111 (O.IO} ... (.....;~US)' ,. Yertkall.Ollds .___..., {9de) e-.ta 0 • Self Weght (PlF) 0 to 10' 11" N/A 13.0 - 1 • Uniform (PSF) 0 to 10' II" (front) 10' 15.0 20.0 Default Load 2 • Uniform (PLF) 0 to 10' 11" (Froot) N/A ◄S.O Default load 3 • Plllnt (lb} 4' 7• (Front) N/A 2098 2797 Default load ~ PASSED Sf + 0 System : Roof Member Type : Drop Beam Building use ; Residential Building C0de : !BC 2018 DeslgnMett1000logy:~ Member Pitch ; 0/12 l Weyerhaeuser warrants that the siZing of its products will be In acccrdance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly dlsdalms any other warranUes reiated ID Ille SO!tWare. Use of tills sortware Is not Intended ID circumvent Ille nee<l for a design pro~sslonal as delermlned by Ille aulllot1ty having Juilsdlctlon. The deSlgner al reconl, builder or l'raffll!r ls responsible to assure that this caleulation Is compabble with the overall project. Aac-essor1es (Rim Board, Blocklng Panels and SquaSh Blocks) are not designed by thiS so!tware. Products manufactured at Wey,,rhaeuser fadlltles are l!llrd·party Cffllffed ID SUSllllnable forestry stanclards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tiestl!d In accordance with appllcable ASTT-1 standards. For current codo! evaluation reports, Weyerhaeuser product Utl!rature and installation detllls refer to www.weyerhaeuser.com/woodproducts/document➔lbrary. The product application, Input design loads, dimensions and support lnformaaon ha11e been provided by ForteWEB SOltware Operator fortleWfll Softw.,,. ()psator JobNotl!I Paul Christenson PCSD Engineering (760) 207-1885 paul.(JCSd@gmall.com A Wcyerhaeuc;cr 2/22/2023 8:07:34 PM UTC ForteWEB v3.5, Engine: VS.2.3.63, Data: V8,l.3.6 File Name: Rohrbaugh Page 1 / 1 ~FORTEWEB 0 MEMBER REPORT Roof Framing, (RB-2) Hdr Bm 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall Length: 12' 7" t t~;. • ~;t,J:: J{0·.: r :f,i, ;:;,,& 12' [TI All locatlons are measured from the outside face of left support (or left cantilever end). AJI dimensions are horlzontal. '-DMiaft R~ .• . • .._..~ .. ,___. ...... u,, .._., c:o..-... t<Nllll:il> Member Reactlon (lbs) 5002 @2" 7656 (3.50") Passed (65%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3983 @ 1' 3 3/8" 10044 Passed (40%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft·lbs) 14912 @ 6' 3 1/2" 24878 Passed (60%) 1.25 1.0 o + 1.0 Lr (Afl Spans) Uve Load 0en. (In) 0.239 @ 6' 3 1/2" 0.613 Passed (l/616) --1.0 D + 1.0 Lr (All Spans) Total Load oen. (In) 0.412 @ 6' 3 112· 0.817 Passed (l/356) -· 1.0 0 + 1.0 Lr (All Spans) • Deflection criteria: LL (1/2'40) and 'Tl (1/180). • Allowed moment does not reflect the adjustment for the beam s1abillty factor. •; ...-..~.. . . ' : .~:,..-.-<.-.)_. . - ,._, ...... ~--.. ·_,-; 'l!lliof~"---•~ 1 • Colutm • OF 3.50" 3.50" 2.29" 2108 2894 5002 Bloddng 2 -c.ocumn -OF 3.so• 3.50' 2.29' 2108 2894 5002 BloekinQ • lllodcing Panels are assumed to carry no loads applied directly above them and the ful load Is applied to the member t,e,ng designed. Labtrar~ '· ·,llrw:ltll~. .. ~ :',· •, . , ;1. Top Edge (Lu) 12' 7' O/C Bottom Edge (Lu) 12· 7' o/c •Maximum allowab4e tndng Intervals based on al)lllled load. .,..,... -~--(0.90) • ' -~~~ :. (~ 2.,U)-~ 0 • Self Weight (PU') 0 to 12' 7" N /A 13.0 1 • l)iiform (PSF) 0 to 12' 7' (Front) 23' 14,0 20.0 Default t.oad w ,· PASSED ti 0 S)'Sleffl : Roof Member Type : Drop Beam Building Use : Resklen11al 8ulldin0 Code : !BC 2018 Desi\,,, Methodology : "50 Member Pitch : 0/12 I , Weyerllaeuse< warrants that the sizing of Its products wiU be In acc.ordance with Weyerhaeuser prodJc:t design crlterla and published deslgn values. Weyet,aeuser expressly dlsclalms any other wamnles reated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authortty having jurisdiction. The designer of record, builder or framer Is responslbi<e to assure that this calculatlon Is compaUbie with the overall project. Accessories (Rim Board, Blod<ing Panels and Squash Blod<s) are not designed by this software. PTOducts manufaclured at Weyerllaeuser facilities are third-party certtfled to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by !CC·ES under evaluatlOn reports ESR· 1153 and ESR· 1387 IJIOd/or testied In accormnce with aw!\cable "5Tfol -rds. For current code t!IIOIUallon ""'°""' ~-proaua lttlemufe aro ,_ cleUllls re!er to w-.weyert,aeuser .com/woodproducts/docume,,t-llbrary. The product application, input deSiQn loads, dimenSions and support informatton have been (J'OVided l)y ForteWEB Software Operator ,_Wf■ SOltware Operator JDl>Notm Paul Christenson PCSD Engineertng (760) 207-1885 A paui.pcsd@Qmall.com Wcy,rhmi<er 2/22/2023 8: 11 :35 PM VTC ForteWEB v3.5, Engine: V8.2.3.63, Data: V8.l.3.6 File Name: Rohrbaugh Pagel / l ~FORTEWEB MEMBER REPORT Roof Framing, (RB-3) Patio Bm 1 plece(s) W8X31 (A992) ASTM Steel Over al! Le r,gth; 30' 0 -------, 19' 5' All locatlons are measured from the outside race of left support (or left cantilever end). All dimensions are horizontal. n.iiltm~ i . , • Al:llal·~ .,,,,. ...... ' ,. u,,' • ~1-co U ui., (l'lllllm!I') . ;, Member Reactlon (lbs) 3090@2" 21700 (3.50") Passed ( 14%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3030@ 3 1/2" 4S600 Passed (7%) .. 1.0 D + 1.0 Lr (All Spansl Moment (Ft-lbs) 22663@ 15' 38719 Passed (59%1 .. 1.0 D + 1.0 Lr (All Spans) Live Load Oefl. (In) 0.546@ 15' 0.989 Passed (IJ652) .. 1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 1.125@ 15' 1.483 Passed (IJ316) .. 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (LJ360) and TL (lJ240), • Applleable calculations are based on ANSI/AlSC 360-16. • A lateral-torslonal bocldlng factor (~) of 1.0 has been il5Sumed • .. ,,.~ ....... ~ ~ ...... ~(111,i) •' ½ . ,, •. Supports J • I,~ .:r~•·, ~ ~-'o.if ~~ ~-,._._ ,. . .., • '' 1 • Column -OF 3.so· 3.50" 3,W 1590 1500 3090 Blodoog 2 • Column • OF 3.50" 3.50" 3.50" 1590 1500 3090 Blocltlng • Blodclng Panels are assumed to carry no loads applied directly above them and the rul load Is appl~ ID the member being deslgnl!d. lJlta1ll·ar.c:fnl ',, ~-...... ~ .:· ~ '' ' . ••.· ,, ' ; '' Topfdge(Lu) End Bearing Points Bottom Edge (Lu) End Beartng Points ,. ., ; ··C)Md, ., ..,,,Lift .· .. .. :·~--.. < V~Loaci. ........ {Side) (O.IO) .(~1.25} eo.,,,.,,llt . 0 • Self Weight (PLF) 0 to 30' N/A 31.0 - 1 • lXllform (PSf) 0 to 30' 5' 15.0 20.0 PASSED ,/ 0 System : Floor Member Type : Drop Beam Building Use : Resldentlal Building C.ode : !BC 2018 Deslg!lMettlOdology:ASO Notlll', . " . i Weyerhaeuser wan-ants that the sizing of Its products w1H be In accordance with Weyerhaeuser product design crtteria and published design values. Weyerhaeuser expressly dfsdalms any ottier wanantleS related to the software. Use of this sottware Is not Intended ID circumvent the need for a~ professional as determined by the authority having Jurtsdlctlon. The designer of reco,d, builder or framer Is responsible to assure that this calaAatlOn Is compattble with the overall project. Accessories (Rlm Board, Blocltlng Panels and Squash Blocks) are not desiQned by this soltware. Products manufactured at Weyerhaeuser fildllties are third-party certified to sustainable forestry standards. Weyertlaeuser EnQlneered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR·1153 and ESR-1387 and/or tested In accordance wtth •~cable ,._STM standaros. For current code evaluatlon reports, w...,..,_,,_ product~ imd lnstallatlon -• ~ to www.weyerhaeuser.rom/woodproducts/document·llbrarf. The product application, Input design loads, dimenSions and support informaHon have been proyided by ForteWEB Softw.lre Operator PorteWH Software ()pa'alDf Job Notes Paul Christenson PCSO Englneenng (760) 207-1885 A paul.pcsd@llmall.com Weyerh..teu~cr 2/22/2023 8:14:50 PM UTC ForteWEB v3.S, Engine: VS.2.3.63, Data: VS.1.3.6 File Name: Rohrbaugh Page 1 I 1 ~IFORTEWEB MEMBER REPORT Roof Framing, (RB-4) Patio Bm 1 piece(s) W8X18 (A992) ASTM Steel Overall Length 26' ... 0 25' 5" [!] All locatlons are measured from the outside.face of left support (or left cantilever end). All dimensions are horizontal. Desfgn Results • Actual C Lo?tlon ·,· Allowect" ""Result_ '•. : LDF ~oad: Combination (Pattern) ' Member Reaction (lbs) 1790@ 2" 14241 (3.50") Passed (13%) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1712@ 3 1/2" 37444. Passed (5%) .. 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 88n@ 13' 8" 11692 Passed (76%) .. 1.0 D + 1.0 Lr (All Spans) Live Load Deft. (In) 0.266 @ 12' 9" 0.856 Passed (l./999+) -1.0 D + 1.0 Lr (All Spans) Total Load Den. (In) 0.564 @ 12' 9 1/2" 1.283 Passed (l./546) .. 1.0 D + 1.0 Lr (All Spans) • Deflection cnterla: LL (1./360) and TL (1./240). • Applicable calculations•~ based on ANSI/AISC 360-16. • A lateral·torslonal buckling factor (C•l of 1.0 has been assumed. ' • Beari119 Length . ' Load• to SUppo,;ts' (lbs) •' ' Supports, • 1 , ~ Total' ~vailable Required Dead Roof live Factof'ed Accessories A 1 • Column • OF 3.50" 3.50" 3.50" 901 890 1790 Blod<ing 2 • Column • OF 3.50" 3.50" 3.50" 589 474 1054 Blocking • Blocking Panels are assumed to cany no loads applied directly above them and the full load Is applied to the member being designed . . Lateral Bracing· Bracing Intervals comments . .,. . -· .,_,, ,_;,;, ~ Top Edge (Lu) End Beartng Points Bottom Edge (Lu) End Beartng Points ;, Dead Roof Uve .. ~• ' Vertical Loads' Lo_cation (Side) Tributary Width • (0.90) ' (non-snow: 1.25) Comments 0 • Self Weight (PLF) Oto 26' N/A 18.0 .. I • Unlfonm (PSF) 3' 3" to 13' 9' 2' 15.0 20.0 2 • Uniform (PSF) 13' 9" to 26' I' 15.0 20.0 3 • Point (lb) 13' 9" N/A 174 233 4 • Unlfonm (PSF) 0 to 3' 3" 7' 2" 15.0 20.0 Weverhaeuser ·Notes r;,~ P,ASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASO Weyemaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design crtterta and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this softw~re Is not l~ded to circumvent the need for a design professional as detenmlned by the authority having Junsdlctlon. The designer of record, buOder or framer Is responsible to assure that this calculation is_ a,mpatil?le with the overall project. Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyemaeuser facilities are third-party cer1lned to sustainable forestry standards. Weyemaeuser Engineered Lumber Products have been evaluated by ICC·ES under evaluation reports ESR· 1153 and ESR· 13B7 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product literature and Installation details refer to www.weyerhaeuser.oom/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support lnfonmattM have been provided by ForteWEB Software Operator ,;. .. ForteWEB Software Ooerator Job Notes Paul Christenson PCSO Englneenng (760) 207-1885 A paul.pcsd@gmall.com Weyerh,1euser 2/6/2024 5:55:29 PM UTC ForteWEB v3.6, Engine: VB.3.1.5, Data: VB.1.4.1 File Name: Rohrbaugh Pagel/1 ~FORTEWEB- 0 MEMBER REPORT Roof Framing, (RB-5) Hdr Bm 1 piece(s) 4 x 10 OF No.2 10' 6- All loc:atlons are measured from the outslde face~ left support (or left cantilever end). All dimensions are horizontal. ·l>Mlan'llelultll-:•Ac-,•~-r!,~~•,,,, -~ . . '' u,p-,Loaiti ~ ·c,aa.,.1 ·Member Freaellon (lbs) '175()'@ 10' 11" 7656 (3:50") P-assed (23%) -,.o·o + 1.0 Lr fAU-Spans) Shear {lbs) 1648 @ 10' 1/4" 4856 Passed (34%) 1.25 1.0 D + 1.0 Lr {AH Spans) Moment (Ft-lbs) 5482@ r S" S61S Passed (98%) l.25 1.0 D + 1.0 Lr (Alf Spans) Live Load Defl. (In) 0.134 @ 5' 10 9/16" 0.538 Passed (L/964) --1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.263 @ 5' 10 S/8" 0.717 Passed (L/491) --1.0 D + 1.0 Lr {All Spans) • Deflection crit"'1a: u (L/2-40) and n (L/100). • Allowed moment does not reflect the adjustment for the beam Slllblllty factor. • Appffc:able calrulatlons are based on NOS. ·, ' • ' '\ ~----•• • ' --~<-,.J: ' T..;_ , ~ ~:: _Dead llbol1""~,~ A]8"! ,tel .. 1 • Column -OF 3.50" 3.so· 1.50" 1119 Bloddng 2 -COiumn -DF 3.50" 3.50" i.so· 859 891 1750 Blocking • 1!4oddng Panels are assumed to can-y no loads applied directly aballe them and the tun load Is applied to the member ~ng designed, -I'•·•_. Top Edge (Lu) 10' 3" o/c Bottom Edge (Lu) 11' l" O/C •Maximum allowable bracing Intervals based on applied load. , . : DMc! ·ilaotl,M ' V'!fUCallMds• .. ~-~~ ' ~\IW1!,ftll : ' ~O.io) (~l.aS) . ,-~..,.. ' ~- 0 -Self Wel\jht (Plf) 0toll'l" N/A 8,2 - I -Unlfonn (PSF) 0 to 11' I" (Front) 2' 6" 15.0 20.0 Default Load 2 -Point (lb) 7' S" (Front) N/A 898 910 Default Load :::t: PASSED 10/ 0 System : Roof Member Type : Drop.S...m Building~ : Resldenttal Building Code : !BC 2018 Design Mettlodology : ASO Member Pitch: 0/12 ·f We-;e<haeuser warrants that tile sizing of Its products wm be In acrordance with Weyert,aeuser product desql cntena and pwllshed design values. Weyemaeuser expre55ly dlsdalms any other willTilllleS ret,,l>!d tx> the software. USe of tlis software 15 not Intended tx, c:Jrcumvent the need for a design professional as detennined by the authority havtno jUrtsdlcllon. The deslQner of reaini, builder or framer Is responsible tx, assure that this caleulatlon Is compatible with the overall project. Accessones (Rlm Board, Sloddng Panels and Squash Blod<s) are not desl9ned b\l this software. Products tMnufildured at weyemaeuser l'adlftles are third-party cert!fled tx> sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been ""alwtrd by ICC·ES ..-.jer ""alwtlon reports i:Sll-1153 and ESR-1387 and/or testrd In acconlance wltll applicable "5TM standards. For rurrent code evalwtlon reports, Weyemaeuser product literature and lnstaffatlon details refer to www.weyemaeuser.coovwoodproducts/doOJment-llbrary. The product appllcat!on, Input design loads, clmensklns and SUlll)0<t Information have been provided b\l ForteWEB Software Operator PoruWl!B SoftwaN! <>i,eramr Job~ Paul Christenson PCSD Engineering (760) 207-1885 A paul.pcsd@gmatl.com Wt:ycrhacu-.cr 3/3/2023 8:24:21 PM UTC ForteWEB v3.5, Engine: VB.2.5.1, Data: VB.1.3.6 File Name: Rohrbaugh Pagel /1 t.l FORTE WEB 0 ' I ' l '"' ~ ill MEMBER RE?ORT ""~~-Roof Framing, (RB-6) +.di' Bm 1 piece(s) 6 x 12 DF No.1 Overall Ler.gitl 16' 1" 15' 6" . I I ~ ~, lg] Drawing Is conceptual. All locattons are measured from the outside race of left support (or left cantilever end). All dimensions are horizontal. Design· Results Actual O Location Allowed Result LOF Load: Combinatton (Pattern) Member Reaction (lbs) 3413@ 2" 12031 (3.50") Passed (28%) ·-1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2882@ 1' 3" 8960 Passed (32%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 13158 @ 8' 1/2" 17048 Passed (77%) 1.25 1.0 D + 1.0 Lr (Alf Spans) Live Load Defl. (In) 0.290 @ 8' 1/2" 0.788 Passed (L/652) -· 1.0 D + 1.0 Lr (All Spans) Total Load Deft. (in) 0.527 @ 8' 1/2" 1.050 Passed (L/359) .. 1.0 D + 1.0 Lr (Alf Spans) • Deflectlon ct'lterla: LL (L/240) and TL {L/180). • AUowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading prOVfslons must be extended ol/i!r the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NOS. Bearing Length Loads to Supports (lbs) Supports Total Avaiiabie Required Dead RoofLi,e Factored Accessories 1 • Column • Of 3.50" 3.50" I.SO" 1536 1876 3413 Blocking 2 • Column • OF 3.50" J.so· 1.50" 1536 1876 3413 Sleeking • Blocking Panels are assumed to carry no loads applied directly above them and the ru~ load ,s applled Ill the member being clesfgned. Lateral Bracing Bracing Intervals Comments "-. ' ,. Top Edge (Lu) 16' l " o/c Bottom Edge (Lu) 16' 1• o/c •Maximum allowable bracing intervals based on applied load. Dead Rool Live Vertical Loads Location (Side) Trlbutart (o.90) (1.25) Comments Width 0 • Self Weight (PLF) 0 to 16' l" N/A 16.0 .. 1 • Uniform (PSF) Oto 16' I" (Front) 11' 8" 15.0 20.0 Default Load Weyerhaeuser Notes PASSED + 0 Member Length : 16' 1 • System : Roof Member Type : Drop Beam Building Use : Residential 8uildlng Code : !SC 2018 Design Methodology : ASO Member Pitch : 0/ 12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantjes related to the sottware. Use of this software Is not Intended to circumvent the need for a design profess,onal as determined by the authority having jurisdiction. llle deSlgner of record, builder or framer Is responsible 10 assur~ that this calculation Is compatible with the overall project. Acc,,,;sorles (Rim Board, Bloc~Jr19 Pane!s and Squash Blocks) are not design<?d by this software. Products manufactured at Weyerhaeuser facilities are third-party cenltled Ill sustainable forestry standards. Weyerhaeuser Engln<!ered Lumber Products have been evaluated by ICC·ES under evalua~on reports ESR-1153 and ESR-1367 and/or tested in accordance with appUcable ASTT-1 standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Engineering (760) 207-1885 A paul.pcsd@gmail.com Weyc:rh.1C"uC.c1 6/4/2024 11:05:14 PM UTC ForteWEB v3.7, Engine: VS.4.0.40, Data: VS.1.5.0 File Name: Rohrbaugh Page l /! ~IFORTEWEB + MEMBER REPORT Roof Framing, (RB-7) Hdr Bm 1 plece(s) 4 x 8 OF No.2 Overall Length 3· 7" PASSED 1fp."L/ o ---=:.;:;...:::..;...a.<.,~..;;..;.=::.;.::.,.;;;;;,.:..::..;..;;..::.....a=o=r.;:.;.;.....:=..:;;::;='-'-"--'--=-=:..... ..... ....,;;:.....a. __ o 3' !1l Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O t.ocation Allowed ', Result LDF Load: Combination (Pattern) Member Reaction {lbs) 1968@ 2" 7656 (3.50") Passed (26%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1837 @ 10 3/4" 3806 Passed (48%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 2966@ l ' 9 1/2" 3737 Passed (79%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.014@ 1' 9 1/2" 0.162 Passed (L/999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.026 @ l' 9 1/2" 0.217 Passed (L/999+) -1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l./240) and TL (l./180). • Allowed moment does not reflect the adjustment for tile beam stabilltY factor. • Applk:able o,lrulatlons are based on NOS. Searing Length ~oads to Supports (lbs) Supports Total-Available .. .. Required oe,ci Roof live Factored Accessories I ·COiumn-OF 3.50" 3.50" 1.50" 959 1010 1968 Blod<ing 2 • Column • OF 3.50" 3.50" 1.50" 959 1010 1968 Blod<ing • Blocking Panels are assumed to o,ny no loads applied directly above them and tile full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments . .. Top EdQe (Lu) 3' 7" o/c Bottom Edge (Lu) 3' r o/c •Maldmum allowable bracing inl:elVals based on •~led load. Dead Roof li~e Vertical Loads Location (Side) Tributary (0-90) (1,25) Comments Width 0 • Self Weight (PLF) Oto3' r N/A 6.4 - 1 • Uniform (PSF) o to 3' r (Front) 2' 15.0 20.0 Default LOad 2 • Uniform (PLF) O to 3' 7" (Front) N/A 70.0 Default l.Oad 3 • Point (lb) I' 9 1/2" (Front) N/A 1536 1876 Default Load Weverhaeuser Notes Member Length : 3' r System : Roof Member Type : Drop Beam Building Use : Residential Building Code : !BC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyemaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criterta and published design values. Weyerhaeuser expressly disdalms any other warrantles related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Junsdlctioo. Tile designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactlJred at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.oom/woodproducts/cloOJment-ilbrary. Toe product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Paul Christenson PCSO Eng1neenn9 (760) 207-1885 A paul.pcsd@gmall.com Wcycrh.icu'ier 6/4/2024 11:07:38 PM UTC ForteWEB v3.7, Engine: VB.4.0.40, Data: V8.l.5.0 File Name: Rohrbaugh Page 1 / 1 ? gu/f;',f'r/denJ'Cn ';lm, :DI'!?" bfaeermJ JOB 23-057 SHEET NO 7 c OF ___ _ CALCULATED BY PSC DATE 2/24/23 CHECK BY _____ DATE ___ _ 3529 Coastview Ct-Carlsbad, CA 92010 SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com S.O Lateral Design & Analysis Wind: P = A Kzt I pslo >.= 1.00 Seismic: V = cs w DL s. = 1.027 (ASCE 7-16 -Eq. 12.8-2) S1 = 0.371 fv= 0.0 I = 1.00 Kzt = 1.0 F1 = 1.2 PS30~ 26.6 psf R = 6.50 1= 1.0 ffi~ 2011) tfig 2!-i j J Hable I ~-21 V = 0.090 • Wt • p (p -Redundancy) P = 16.0 psf Criteria Each Story Resists > 35% Base Shear: Wind Loads Any Shear Wall w/ (h/1}>1.0 is< 33% Story Force: P = 16.0 psfx Trib Area Roof Level Direction: N /S = 16.0 psf X ------Direction: E I W = 16.0 psf X ------ Roof Weight Roof Wt. Exterior Wall Wt = Interior Wall Wt = Ceiling Wt = l l.0 psf x 3609 sq. ft.= 15.0 psf x 791 sq. ft.= 8.0 psf x 681 sq. ft.= 4.0 psf x 2724 sq. ft. = Total Trib. WR = Total Seismic Dead Load: Wt = 67908 lbs. 671 sq. ft.= 10709 lbs. 366 sq. ft. = 5841 lbs. 39699 lbs. 11865 lbs. 5448 lbs. 1O896 lbs. 67908 lbs. ASD Base Shear: V = 0.090 * p * Wt = 7970 lbs. p = Use 1st Storv 2nd Story not satisfied not satisfied #REF! not satisfied I I p = 1.3 ? ,u/f;,tn'..d,m.ro:11 ';In, ~,.c, bfaeen'.,,J 3529 Coastview Ct• Carlsbad, CA 92010 JOB 23-057 SHEET NO 'j OF ---"---------CALCULATED BY PSC DATE 2124/23 CHECK BY _____ DATE ___ _ SCALE Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis • 1st Story Shear Walls N /S E /W Gridline Length of Shearwalls Total Wall Ht. Type Gridline Length of Shearwalls Total Wall Ilt. Type I 15 15.0 8.4 A A I I 2 8.4 ~ 2 3 8 ll.0 8.4 A B 5 5 8.4 ~ 0.0 C 7 7 8.4 A 0.0 D 3 3 8.4 A 0.0 0 --fJ7 0.0 F E 0 # ftOt 0.0 F SE 0 /0! 0.0 F E 0 # O! 0.0 F.AI E 0 # ! 0.0 FA SE 0 #D O! . ·-• -, ....... _...·. ·.,,,,..- I : ' I -1 I I I I , -I I , ........ I J •. .,,i ~ . --... j ., 1 . !. -- ? ,u/f;',f'rf.deh.,,,h ';JDI .ZX,~c, £i.F'eer1nJ 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) Gridline CJ) 15 % ( 10709 X 0.15 1606 #) 1606 lbs. V = 15 ft. 107 plf OTF 900 lbs. O,c.« '-fC,.1r.r.'1l •Lh•S')1 .. \S/1.: ui .. ,,,.pr .. ,•~ Gridline 0 25 % ( 10709 x 0.25 2677 #) 2677 lbs V = 11 ft. OTF 2044 lbs. JOB 23-057 SHEET NO ~ OF CALCULATED BY PSC DATE 2/24/23 CHECK BY DATE SCALE HDU2 ? ,ru/f;',t.r/.rcen.l'OH ';In, ~O bfaeen'hJ 3529 Coastview Ct -Carlsbad, CA 9201 O Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 5.1 Lateral Design & Analysis (cont.) __ G_r_id_lin_e ..... (3,...,_A,',,,-_____ 5 __ '¾_• ____ 79_7_0 x 0.05 = 399 #) 19~ c_;-:r)• 101r•/t01.. 399 lbs. V 2 c • ._ JOB 23-057 SHEET NO \ b OF CALCULATED BY PSC DAT_E_2-/2_4_/2_3_ CHECK BY ____ DATE __ _ SCALE li)c,l 'S.., '4,c"'//f' \.\ ~J l\· 11-/ )0'"4•lt)• p,1oa __ a_n_· d_lin_e_G)....,a,.... ____ 2_2 __ '¾_o __ ( ___ 19_1_0 x 0.22' = 1753 # ) 1753 lbs. V = 5 ft. 351 plf OTF 2946 lbs. • HDU2 Gridline (3) 8 o/o ( 7970 X 0.08 638 #) 638 lbs. V = 7 ft. 91 plf OTF 765 lbs. 'HDU2 Gridline (v 5 % ( 7970 X 0.05 399 #) 399 lbs. V = 3 ft. OTF 1116 lbs. PCSD Engineering 3529 Coastview Court Cartsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Printed 3 MAR 2023, 12:21PM 1,' Steel _Co-tumn ProjeGt File-: Rcllrt>augl'l~-I . -~~-------.==r-,.--,---;--------'----~~~~-,+_·~· :_J UC#: KW-06016664, Build:20".23.2 14 PCSD Engineering (c) ENERCALC INC 1883-2022 DESCRIPTION: Patio Column Code References Calculations per AISC 360-16, IBC 2021 , ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS5x5x3/16 Overall Column Height 8.5 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 36.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending-Modulus Unbraced Length for buckling ABOUT Y -Y Axis= 8.5 ft, K = 2.1 Y-Y (depth) axis : Applied Lo~!~--- Column self weight included : 101 .745 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 8.50 ft, D = 1.80, LR = 2.40 k BENDING LOADS ... EO: Lat. Point Load at 8.50 ft creating Mx-x, E = 1.035 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa : Axial Pn / Omega : Allowabli Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Rati• Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega : Allowable Load Combination Results 0.6072 : 1 +D+0.70E 0.0 ft 1.902 k 37.705 k -6.158 k-ft 10.581 k-ft 0.0 k-ft 10.581 k-ft 0.03595 : 1 +D+0.70E 0.0 ft 0.7245 k 20.156 k Maximum Axial + Bending Stress Ratios Cox Load Combination D Only +D+Lr +D+0.750Lr +0.600 +D+0.70E +D+0.5250E +0.60D+0.70E Maximum Reactions Load Combination DOnly +D+Lr +D+0.750Lr +0.600 +D+0.70E +D+0.5250E ---- Stress Ratio Status Location 0.050 PASS 0.00 ft 0.114 PASS 0.00 ft 0.098 PASS 0.00 ft 0.030 PASS 0.00 ft 0.607 PASS 0.00 ft 0.462 PASS 0.00 ft 0.597 PASS 0.00 ft Axial Reaction @Base 1.902 4.302 3.702 1.141 1.902 1.902 X-X Axis Reaction @ Base @Top 1.67 1.67 1.67 1.67 1.67 1.67 1.67 k Unbraced Length for buckling ABOUT X-X Axis= 8.5 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top alon_g_X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deftections ... Along Y-Y 0.9969 in at for load combination : E Only Along X-X 0.0 In at for load combination : 0.0 k 0.0 k 0.0 k 1.035 k 8.50ft above base 0.0ft above base Maximum Shear Ratios Cby Kxtx/Ry KyLy/Rx Stress Ratio Status Location 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 1.00 109.29 Y • Y Axis Reaction @Base @Top 0.725 0.543 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.000 PASS 0.00 ft 109.29 0.036 PASS 0.00 ft 109.29 0.027 PASS 0.00 ft 109.29 0.036 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top -6.158 -4.619 .. . -, .... :i~':.-":t ..... ~ PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Pnnted 3 MAR 2023, 12.21PM Steel Column. -Pro~• File-: Rohn,aygh •• fd i L.,.,u=~#""': t<:W~--=oe=o~1-=css=e,..,.4~. B~u~ild~:2=0,..,_2"'"3-=_2..,..1..,..4 _______________ PC""S"'D~En_g.,...in_ee_n-·n-g~------------(,.....c)EN~LCiNC 1983-2022 ' DESCRIPTION: Patio Column Maximum Reactions Axial Reaction X-X Axis Reaciionk.Y -Y Axis Reaction Load Combination @ Base @ Base @ Top @ Base @ Top +0.60D+0.70E Lr Only --,1,-.1""'4...,..1 ___ 0. 725 2.400 E Only Extreme Reactions Axial Reaction Item Axial@Base Extreme Value @ Base Maximum 4.302 Minimum Reaction, X-X Axis Base Maximum Minimum Reaction, Y-Y Axis Base Maximum Minimum Reaction, X-X Axis Top Maximum Minimum Reaction, Y-Y Axis Top Maximum " Minimum Moment, X-X Axis Base Maximum Minimum 1.902 1.902 1.902 1.902 1.902 1.902 1.902 1.902 Moment, Y-Y Axis Base Maximum 1.902 Minimum 1.902 Moment, X-X Axis Top Maximum 1.902 Minimum 1.902 Moment, Y-Y Axis Top Maximum 1.902 Minimum 1.902 X-X Axis Reaction @ Base @Top -8.797 Maximum Deflections for Load Combinations Load Combination D Only +D+Lr +D+0.750Lr +0.60D +D+0.70E +D+0.5250E +0.60D+0.70E Lr Only E Only Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in Distance --6.000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Steel Section Pro rties ::..<:..::..:..::..:..::...=--~~::.,::..::..:..:.::..::..:..:..:....~------Depth HSS5x5x3/16 5.000 in I xx = Design Thick Width Wall Thick = Area Weight 0.174 in 5.000 in 0.187 in 3.280 inA2 11.970 plf 0.000 in s xx = R xx Zx = I yy = s yy R yy 1.035 k Y-Y Axis Reaction @ Base @Top 1.035 1.035 1.035 Max. Y-Y Deflection 12.60 inh4 5.03 jnh3 1.960 in 5.890 inh3 12.600 inA4 5.030 in'3 1.960 in 0.000 in 0.000 In 0.000 in 0.000 in 0.698 in 0.523 in 0.698 in 0.000 in 0.987 in Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top -6.158 -8.797 Mx -End Moments k:tf ·My~ End Moments @ Base @ Top @ Base @ Top -8.797 -8.797 -8.797 Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 8.500 ft 8.500 ft 8 500 ft 0.000 ft 8.443 ft J C 19.900 inh4 ... Job#: D ·0 '57 PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Page: / 2. of ____ _ Ph: 760-207-1885 io~v-1 ~\~ @-, ©- r✓trt~,1. p...,,,. / (!.-{..r~sten./""' SA-n P•"'j" ZH 1-HUrf.H Date: 6-6·1.1 Engineer: _______ _ @--- ©-~ bb~ ~ ~'1 h.~WlCA\c,J , l>.5~ & ~11'1-{'l. lt4,\LJ "-'I \-40\J!. \to~( ,41 !ix.'t11l.lot.. UL\.) ·DJ:. A\) croc..A ---==========--- / I _,,., b -' --'--8 +: %'1 I J.t5~c.\\o.t : lJ~E. ~ Stt~ ldl.!J v I • k Do 'l \.tC>LOo~ ! Au.· FA't!Uc.it.,. ltAIL5 O~ AOI) I '1!: JOB 23-057 ~,ru/r;",trl.,-cen,on ~,m clh',.o .E,~J SHEET NO 13 OF 13 ~X CALCULA TED_B_Y __ P_S_C_ DATE 2/24/23 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 6.0 FOUNDA TJON DESIGN 6.1 CONTINUOUS FOOTING w = I 125 plf width = ~plf 1500 psf 0.75 ft (MIN.) => 9 INCHES (MIN.) USE 12 "WIDE CONTIN. FTG WI 2 • # 4 TOP AND BOTTOM & EMBED. 12 "INTO UNDISTURBED SOIL (MIN.) 6.2 MAX POINT LOAD ON FOOTING CHECK BY DATE SCALE ASBP = 1500 psf pall = 1500 • 12 * 36 6.3 PAD DESIGN PAD Pl t~.--2 ..... (D____,+h._).._ ___ , I SlZE 30 "SQUARE x 12 "THK WI 3 -# 4 EACHWAY 12 12 Pall= 4500 lbs LOAD P max = 1500 • 3 2 P max= 9375 lbs --- ''"-'-·;. ... , .. ,•.•~ ............. . ! .... , ~, ...... PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: Prmteo. 13 SEP 2C23 2.14PM -------.. ------·· ···---·---------.,, ____ , ___ _ i Cantilevered Retaining Wall UC, : KW-06016684, Build:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Code Referenca PCSD Engineering Project File: Rohrbaugh.ec6 : -------------(c) ENERCALC INC 1983-2023 Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 3.00 ft Wall height above soil 0.67 ft Slope Behind Wal 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0ft Surcharge Loa_d_s __ _ Surcharge Over Heel 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 50.0 Used for Sliding & Overturning Axial Load Applied to Stem ___ _ Axial Dead Load Axial Live Load = Axial Load Eccentricity = 130.0 lbs 90.0 lb& 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psfllt Passive Pressure Soil Density, Heel Soil Density, Toe FootingllS<>il Friction Soil height to ignore for passive pressure 200. 0 psf/ft 110.00 pcf 110.00 pcf = 0.400 = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0#/ft ... Height lo TOJ: 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind(W) (Service Level) Wind on Exposed Stem = O.Opsf (Strength Lewi) ~~ I •r i· . ! • I •· j .... . I' '~ ~ t . .:·--. ,. . Adjacent Footing Load _________ _ Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of wan = 0.0 ft Poisson's Ratio 0.300 •·, ... -~ ........... : ......... ,.,.,. !, ..... , .. ... PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Cantilevered Retaining Wall UC# : KW-MOt6684, Build:20.23.08.30 DESCRIPTION: 3' Ret. Wall @ Shed Project Title: Engineer: Project ID: Project Descr: ---·---·----··---·--·· ----PCSO~ Pnnted 13 SEP 2023 2 14PM Project File: Rohlbaugh.ec6 , --(C) ENERCALC INC'1983-2023 _[?esign Summary Stem Construction Bottom ·---------·---·----•-------·· ~--·-----·· -· - Wall Stability Ratios Overtuming = 2.68 OK Slab Resists AH Sliding I Global StabHity 1.62 Total Bearing Load = 1,476 lbs ... resultant ecc. 2.14 in Eccentricity within middle third Soil Pressure @ Toe 765 psf OK Soil Pressure @ Heel " 307 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable AC! Factored@ Toe = 1,071 psf ACI Factored @ Heel = 430 psf Footing Shear@ Toe = 5.6 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 540.0 lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors Building Code Dead load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 DNign Haight Above F" Wal Material Above "HI" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ---- fblFB + fa/Fa Total Fon:e@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. ... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Equiv. Solid Thick. Masonry Block Type Masonry Design Method ft= = = = = = lbs= lbs= ft-#= ft-#= psi= psi= psi= in2 = psf= in= psi= psi= in= = Concrete Data ----- fc psi = Fy psi = Sl!!mOI< 0.00 Masonry ASD 8.00 • 5 24.00 Center D.A35 322.5 360.0 881 .3 3.5 45.4 91.50 84.0 3.81 1,500 20,000 Yes 21.48 7.63 ASD so so ...... : ;,.t •....... : ............ :-••f(' ... _ PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1865 paul.pcsd@gmail.com Project Trtle: Engineer: Project ID: Project Descr: P::ntec. 13 SEP 2023. 2 14PM . Cantilevered Retaining Wall Project Ae: Rohrbaugh.ecS ··La :°KW-08016684, lluillt.20.23.08.30 _________ --··-•··--·-------PCso~ ---------------·· -· ------(c) ~~2023 DESCRIPTION: 3' Ret. Wall @ Shed Footing Data_ --------·- Toe Width = 0.92 ft Heel Width 1.58 Total Footing Width = 2.50 Footing Thickness 12 00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.00~8 Cover@Top 3.00 @Btm.= 3.00 in T ·-Footing _Design Results Toe tltt! Fac\ored Pf~sure 1,071 430 ~f Mu': Upward = 417 213 ft-# Mu' : Downward 181 576 ft-# Mu: Design 237 OK 363 fl-# phiMn = 26,913 2,500ft-# Actual 1-Way Shear = 5.57 2.66 psi Mow 1-Way Shear = 75.00 40.00 p$\ Toe Reinforcing = # 8@ 12.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft-lbs Footing Allow. Torsion, phi Tu 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footlog torsion. Other Acceptable Sizes & Spacings OK Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: phiMn = phi•s•1ambcta•sqrt(fc)·sm Key: No key defined ·Min-footing'T&S reinf Area Min footing T &S re inf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in o.6'5 1n2 0.26 in2 1ft If two layers of horiiontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in PCSD Engineering 3529 Coastview Court Car1sbad, CA 92010 (760) 207-1885 paul.pcsd@gmall.com I c:ntilevered, Retaining Wall LI #: i<W-06018684, Build:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSD Engineering DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Code Reference: Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Retained Height = 2.00 ft Wall height above soil = 5.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 5.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads --·-·· Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 50.0 Used for Sliding & Overturning Axial Load A lied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs o.o in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psflft = Passive Pressure 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 110.00 pcf Footing!ISoil Friction = 0.400 Soil height to ignore for p·assive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load 0.0 #/ft ... Height to To~ 0.00 ft ... Height to Bottom = 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem = 20.0 psf (Strength Level) Printed· 6 FEB 2024, 1Q·Q8AM Pro~ File: Rohfbaugh.ec:6 j (c) ENERCALC INC 1983-2023 .. ----------------- Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 PCSD Engineering 3529 Coastview Court Carlsbad, CA 92010 (760) 207-1885 paul.pcsd@gmail.com Project Title: Engineer: Project ID: Project Descr: [ Cantilevered Retaining ~all LIC#: KW-06016684, Build:20.23.08.30 --------,P"'C"'S""Dc,·e-=n-=,gi::,nee=nng=---- DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftt ft= 0.00 Wall Stability Ratios Wall Material Above "Ht" = Masonry Overturning = 2.95 OK Design Method ASD Slab Resists All Sliding ! Thickness = 8.00 Global Stability = 1.21 Rebar Size = # 4 Rebar Spacing = 24.00 Total Bearing Load = 1,134 lbs Rebar Placed at = Center ... resultant ecc. = 0.20 in Design Data Eccentricity within middle third fb/FB + fa/Fa = 0.592 Soil Pressure @ Toe 510 psf OK Total Force @l Section Soil Pressure @ Heel = 465 psf OK Service Level lbs= 170.0 Allowable 1,500 psf Strength Level lbs = Soil Pressure Less Than Allowable Moment. ... Actual ACI Factored@ Toe = 715 psf Service Level ft-#= 343.3 ACI Factored@ Heel = 651 psf Strength Level ft-#= Footing Shear@ Toe 5.3 psi OK Moment. .... Allowable = 579.7 Footing Shear @ Heel = 1.0 psi OK Allowable 75.0 psi Shear ..... Actual Service Level psi= 1.9 Slldlng Cales Strength Level psi= Lateral Sliding Force = 307.5 lbs Shear ..... Allowable psi= 45.5 Anet (Masonry) in2 = 91.50 Wall Weight psf= 84.0 Rebar Depth 'd' in= 3.81 Masonry Data - Vertical component of active lateral soil pressure IS rm psi= 1,500 considered in the calculation of soil bearing pressures. Fs psi= 20,000 Solid Grouting Yes Load Factors -Modular Ratio 'n' 21 .48 Building Code Equiv. Solid Thick. in= 7.63 Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= Seismic, E 1.000 Fy psi= SD Printed. 6 FEB 2024, 1o·0BAM Projecf File: Rohrt>$ugh.ec6 • 1 (c) ENERCALC INC 1983~ --- PCSD Engineering 3529 Coastview Court Cansbad,CA 92010 (760) 207-1885 paul.pcsd@gmail.com i Caritllevered Retaining Wall • Licif:i<:W-06016684, Build:20.23.08.30 Project Title: Engineer: Project ID: Project Descr: PCSD Engineering Prtnted. 6 FEB 2024, 10'08AM Project FIie: Rohrbaugll.ecS 1 -(c) ENERCALC INC 1983-2023 DESCRIPTION: 2' Ret. Wall w/ 5' Block Wall Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = 1.50 ft = 0.67 = --2.17- Key Distance from Toe = 12.00 in 0.00 in 0 00 in 0.00 ft fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 3.00 @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure 715 Mu' : Upward 787 Mu' : Downward = 433 Mu: Design = 354 OK phiMn 10,125 Actual 1-Way Shear = 5.28 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 4@ 9.00 in Heel 651 psf 0 ft-# 0 ft-# 0 ft-# OK-Flush 1.03 psi 40.00 psi OK Heel Reinforcing = Flush heel condition. No reinforcing required. Key Reinforcing None Spec'd Footing Torsion, Tu Footing Allow. Torsion. phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46.29 in, #10@ 58.79 in Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of hOrizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.56 in2 0.26 in2 ,ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in GEOTECHNICAL INVESTIGATION PROPOSED BUILDING ADDITIONS 2001 CIMA COURT, CARLSBAD, CALIFORNIA MR. ADAM ROHRBAUGH July 22, 2024 J.N.14-164 PREV2024-0118 2001 CIMA CT m z G) z m m ::n (J) (J) --i (J) + m z < ::n 0 z ~ m z ~ r Residential permjt Reyisjon: ROHRBAUGH: (360 SF)MASTER BATHROOM AND STORAGE ADDITION, AND (782 SF) FRONT BEDROOM ADDITION 2164910800 CBR2023-3402 8/2/2024 PREV2024-0118 i ' . . ' PETRA • I SOLID AS A ROCK GEOSCIENCES"" . , : : ENGINEERS + GEOLOGISTS + ENVIRONMENTAL SCIENTISTS MR. ADAM ROHRBAUGH 2001 Cima Court Carlsbad, California 92009 ~· 1 ' July 22, 2024 J.N. 24-264 Subject: Geotechnical Investigation, Proposed Building Additions, 2001 Cima Court, Carlsbad, San Diego County, California Dear Mr. Rohrbaugh: Petra Geosciences, Inc. (Petra) is submitting herein is our geotechnical investigation report for proposed building additions to the single-family residence property located at 2001 Cima Court in the city of Carlsbad, San Diego County, California. This work was performed in accordance with the scope of work outlined in our Proposal No. 24-264P, dated June 25, 2024. This report presents the results of our field investigation, laboratory testing, and our engineering judgment, opinions, conclusions, and recommendations pertaining to the geotechnical design aspects of the proposed development. We appreciate the opportunity to be of service to you on this project. If you have any questions regarding the contents of this report, or should you require additional information, please contact the undersigned at (858) 649-3707. Respectfully submitted, PETRA GEOSCIENCES, INC. Jim Larwood Principal Geologist Offices Strategically Positioned Throughout Southern California SAN DIEGO OFFICE 500 La Terraza Blvd., Suite 150. Escondido, California 92025 T· 858.649.3707 F: 714.668-3770 For more information visit us online at www.petra-inc.com MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad TABLE OF CONTENTS July 22, 2024 J.N. 24-264 INTRODUCTION ......................................................................................................................................................... 1 SITE LOCATION AND DESCRIPTION ..................................................................................................................... 1 PROPOSED CONSTRUCTION AND GRADING ...................................................................................................... 2 Proposed Construction ....................................................................................................................................... 2 Proposed Grading ............................................................................................................................................... 2 SITE RECONNAISSANCE AND SUBSURFACE EXPLORATION ......................................................................... 2 LABORATORY TESTING .......................................................................................................................................... 3 FIN DINGS .................................................................................................................................................................... 3 Background Information .................................................................................................................................... 3 Regional Geology ............................................................................................................................................... 3 Local Geology and Subsurface Conditions ........................................................................................................ 4 Groundwater ....................................................................................................................................................... 4 Faulting .............................................................................................................................................................. 4 Seismically Induced Flooding ............................................................................................................................ 5 CONCLUSIONS AND RECOMMENDATIONS ........................................................................................................ 5 General ..................................................................................................................................................................... 5 Foundation Plan Review .......................................................................................................................................... 5 Site/Slope Stability .................................................................................................................................................. 5 Effect of Proposed Grading on Adjacent Properties ................................................................................................ 6 Existing Certified Artificial Fill ......................................................................................................................... 6 Earthwork ................................................................................................................................................................ 6 General Earthwork and Grading Specifications ................................................................................................. 6 Site Clearing ....................................................................................................................................................... 6 Ground Preparation ............................................................................................................................................ 6 Fill Placement and Testing ................................................................................................................................. 7 Geotechnical Observations ................................................................................................................................. 7 Post-Grading Considerations ................................................................................................................................... 7 Site Drainage ...................................................................................................................................................... 7 On-Site Stormwater Infiltration ......................................................................................................................... 8 Utility Trench Backfill ....................................................................................................................................... 8 Slope Landscaping and Maintenance ................................................................................................................. 9 Foundation Design Guidelines ............................................................................................................................... 10 Seismic Design Parameters .............................................................................................................................. I 0 Discussion -General ........................................................................................................................................ 12 Allowable Bearing Capacity, Estimated Settlement and Lateral Resistance ......................................................... 13 Existing Footings ............................................................................................................................................. 13 Allowable Soil Bearing Capacities ................................................................................................................... 13 Estimated Footing Settlement .......................................................................................................................... 14 Lateral Resistance ............................................................................................................................................ 14 Guidelines for Footings and Slabs on-Grade Design and Construction ................................................................. 14 Conventional Slabs on-Grade System .............................................................................................................. 15 Foundation Observations ....................................................................................................................................... 17 General Corrosivity Screening ............................................................................................................................... 17 Masonry Block Walls ............................................................................................................................................ 18 Construction On or Near the Tops of Descending Slopes ................................................................................ 18 Construction on Level Ground ......................................................................................................................... 19 Planter Walls .......................................................................................................................................................... 19 Exterior Concrete Flatwork .................................................................................................................................... 19 General ............................................................................................................................................................. 19 Thickness and Joint Spacing ............................................................................................................................ 20 Reinforcement .................................................................................................................................................. 20 ~PETRA ~ GEOSCIENCES"" SOLID AS A ROCK MR ADAM ROHRBAUGH 2001 Cima Court I Carlsbad TABLE OF CONTENTS July 22, 2024 J.N. 24-264 Subgrade Preparation ....................................................................................................................................... 20 Drainage ........................................................................................................................................................... 20 Tree Wells ........................................................................................................................................................ 2 1 FUTURE IMPROVEMENTS ..................................................................................................................................... 2 1 REPORT LIMITATIONS ........................................................................................................................................... 2 1 REFERENCES ............................................................................................................................................................ 23 ATTACHMENTS FIGURE I SITE LOCATION MAP FIGURE 2 GEOTECHNICAL MAP APPENDIX A EXPLORATION LOGS APPENDIX B LABORATORY TEST PROCEDURES / LABORATORY DATA SUMMARY APPENDIX C SEISMIC DESIGN ANALYSIS ~ PETRA ~ GEOSCIENCES"' SOLID AS A ROCK GEOTECHNICAL INVESTIGATION PROPOSED BUILDING ADDITIONS 2001 CIMA COURT, CARLSBAD, CALIFORNIA INTRODUCTION Petra Geosciences, Inc. (Petra) is presenting herein the results of our limited geotechnical investigation of the subject property. The purposes of this investigation were to determine the nature of the surface and subsurface soils, to evaluate their in-place characteristics, and to provide geotechnical recommendations with respect to the design and construction of building foundation additions/modifications and other site improvements. It is our understanding that this geotechnical investigation report is intended to satisfy a requirement of the City of Carlsbad to obtain building permits. The subsurface investigation, laboratory testing, conclusions, and recommendations presented herein are limited to the improvements at the site. SITE LOCATION AND DESCRIPTION The subject property is located at 2001 Cima Court in the city of Carlsbad, California (see Figure I). The roughly triangular-shaped property is currently the site of a one-story, single-family residence with an attached 2-car garage. Other existing improvements include a rear yard pool and associated tl atwork. The property is bounded on the north and south by existing single-family residences, on the west by a San Diego Gas and Electric (SDG&E) easement, and on the east by the Cima Court cul-de-sac. On the west, an approximate 45 foot high, roughly 2: 1 horizontal to vertical (h:v) fill slope descends from the rear property line within a SDG&E Company easement. The slope and Lot 189 were graded and reported in 1976 (Benton, 1976b). Figure A below is an excerpt from the grading plan showing subject property original topographic contours and design (Rick Engineering, 1976). ~ ,rr-11 • ,_ -r L-'1 ,Nft• 0, Figure A -Excerpt of original grading plan (Rick, 1976) ~PETRA ~ GEOSCIENCES""' SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad PROPOSED CONSTRUCTION AND GRADING Proposed Construction July 22, 2024 J.N. 24-264 Page 2 Based on our review of the architectural plans for the subject project, prepared by A 7 Group Inc. and dated June 13 , 2024, it is our understanding that the proposed additions will include a one-story bedroom on the southeastern portion, a one-story master bathroom and storage addition on the northern portion, and a bar and pantry on the southeastern portion. It is expected that the proposed additions will be of wood-frame construction and will be supported on conventional foundations (i.e., concrete shallow continuous footings or isolated pad footings). Other improvements include a covered patio on the west, a two-foot recessed seating area in the western portion adjacent to the patio cover, and a storage shed in the southwest area. A 4-foot-high CMU wall is proposed along the west boundary and a 6-foot-high CMU along the southern boundary. Other than the proposed shallow recessed seating area, no other subterranean levels are currently anticipated. Proposed Grading Based on the information presented on the architectural plans, the proposed building will be constructed with the same finish slab grades as the existing structure. Based on this condition, cuts and fills of generally less than a foot are anticipated to achieve final design grades. Recommendations for site grading, and for the design and construction of bui I ding foundations, are presented in the "Conclusions and Recommendations" section of thi s report. SITE RECONNAISSANCE AND SUBSURFACE EXPLORATION A site reconnaissance and subsurface exploration were performed on July 2, 2024. The site reconnaissance consisted of a visual evaluation of the existing surface conditions of the site and exterior of the existing structure, as described in the "Site Location and Description" section of this report. The existing surface improvements such as patio slab, sidewalk, and grass in the site area had been previously removed, exposing existing certified compacted fill. The exposed surfaces of this fill were probed and found to be firm and unyielding, consistent with compacted fill. In addition, our subsurface exploration consisted of the advancement of four hand-augured exploratory borings (HA-I and HA-4) to depths ranging from approximately 3 to 3.5 feet below the ground surface (bgs) and two test-pits (TP-1 and TP-2) to depths of 1.5 to 2 feet. The purpose of the subsurface exploration was to assess the quality of the near-surface earth materials and to observe the depth of the existing foundation footing, which was found to be 12 inches in depth. The soil materials encountered were visually classified and logged in general accordance with the visual-manual guidelines associated with the Unified Soil Classification System. The &PETRA ~ GEOSCIENCES,.. SOLID AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 3 approximate locations of the borings and test-pits are shown on the enclosed Geotechnical Map (Figure 2), and descriptive exploration logs are presented in Appendix A. Associated with our subsurface exploration was the collection of a bulk sample of soil materials for laboratory testing. The bag sample was transported to our laboratory for testing. LABO RA TORY TESTING To evaluate the engineering properties of the soils underlying the subject site, laboratory tests were performed on a selected sample considered representative of the materials encountered. Laboratory tests included the determination of expansion potential, soluble sul fate and chloride content, pH, and minimum resistivity. A description of laboratory test procedures and a summary of the laboratory test results are provided in Appendix B and in our "Exploration Logs", Appendix A. An evaluation of the test data is reflected throughout the "Conclusions and Recommendations" section of this report. FINDINGS Background Information Geotechnical reports and grading plan of the site area were obtained through research in the City of Carlsbad on line archive. Reports reviewed included a geotechnical investigation (Benton, 1976a) for a project named "Green Valley Knolls", which was formerly also known as "Spanish Village". The site was identified as Lot 189 of the Green Valley Knolls project. In the Benton 1976a investigation, a boring 8-4 was drilled to 40 feet deep at the adjacent Lot 188 where alluvium and Delmar Formation was encountered. Grading plans for the site were developed by Rick Engineering in 1976 (Rick, 1976). Rough grading of the site was conducted in 1976 (Benton, 1976b), which was reported as removals of loose alluvium and placement of as much as 52 feet of compacted fill for the construction of the Lot 189 pad. In addition, it was reported that non-expansive fill soils were placed in the upper 3 feet of finished pad grade (Benton, 1976b). Regional Geology The site is located in the Peninsular Ranges Geomorphic Province of California. The Peninsular Range Province is characterized by northwest trending mountain ranges separated by a series of subparallel fault zones associated with the San Andreas Fault System. The mountain ranges consist generally of Cretaceous igneous rocks of the Southern California Batholith and Jurassic meta-sediments and meta-volcanics. Younger sediments flank the mountain ranges to the southwest along the coastal plain. The sediments fl anking the mountains along the coastal plain consist of Tertiary and Quaternary marine, non-marine and lagoonal deposits, with several local areas deformed by tectonics. ~PETRA ~ GEOSCIENCES""' SOLID AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 4 The subject site is situated near the top of the easterly flank of an alluviated valley to Batiquitos Lagoon to the north. Regional geologic mapping by Kennedy and Tan (2007) shows the site is underlain by middle Eocene-age indurated sandstone and claystone bedrock belonging to the Delmar Formation (map symbol: Td). Certified artificial fill (map symbol: afc) from previous rough grading in I 976 (Benton, I 976b) overlies the bedrock at the site. Local Geology and Subsurface Conditions Certified artifi cial fill materials (map symbol afc) were encountered within our hand-augured exploratory borings and test-pit, which extended to approxim ate depths of 3.5 feet below the existing ground surface. The certified artificial fills consisted of a mantle of silty fine-grained sand with some shell fragments that were likely derived from the Delmar formation. Based on review of the report of rough grading, up to 52 feet of certified artificial fill is present at the site (Benton, 1976b). Although not encountered during our subsurface exploration, regional geologic maps indicate that the site is underlain at depth by bedrock material of the Delmar Formation, which consists of very stiff to hard, massive to crudely bedded, sandstone and claystone. Groundwater No groundwater was encountered within our exploratory borings or test-pits to the maximum depth explored of approximately 3.5 feet. Furthermore, published literature indicates that the depth to historically high groundwater in the area of the subject site is generally considered to be greater than 50 feet below the surface (CDWR, 2024b). Regional groundwater is not anticipated to affect the subject development. Faulting Based on our review of the referenced geologic maps and literature, no active faults are known to project through the property. Furthermore, the site does not I ie within the boundaries of an "Earthquake Fault Zone" as defined by the State of Cal ifomia in the Alquist-Priolo Earthquake Fault Zoning Act (CGS, 2018). The Alquist-Priolo Earthquake Fault Zoning Act (AP Act) defines an active fault as one that "has had surface displacement within Holocene time (about the last 11 ,000 years)." The main obj ective of the AP Act is to prevent the construction of dwellings on top of acti ve faults that could displace the ground surface resulting in loss of life and property. However, it should be noted that, accordi ng to the USGS Unified Hazard Tool website and/or 20 IO CGS Fault Activity Map of California, the Newport-Inglewood-Rose Canyon Fault, located approximately 5.8 miles (9.4 kilometers) west of the site, would probably generate the most severe site ground motions and, ~PETRA ~ GEOSCIENCES""' SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 5 therefore, is the majority contributor to the deterministic minimum component of the ground motion models. Seismically Induced Flooding The types of seismically induced flooding that are generally considered as potential hazards to a particular site normally include flooding due to a tsunami (seismic sea wave), a seiche, or failure of a major reservoir or other water retention structure upstream of the site. The site lies at an estimated elevation of approximately 125.0 feet MSL (based on a review of Google Earth and the grading plan by Rick Engineering). The site does not lie downstream of a major reservoir retention structure (CDODS, 2024), the probability of flooding from a tsunami, seiche, or dam-break inundation is considered non-existent. CONCLUSIONS AND RECOMMENDATIONS General From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed construction provided the following conclusions and recommendations are incorporated into the design criteria and project specifications. Foundation Plan Review Although a grading plan is not yet available for review, it is expected that the proposed structurally integral building additions will be constructed at essentially the same pad elevation as existing ground surface elevations; therefore, only minor cuts and fill s would be anticipated to be achieve proposed finish grades. Proposed foundations for the additions are anticipated to be founded in competent existing compacted fill. Accordingly, remedial over-excavation and re-compaction of near-surface soils is not required. Recommendations for site grading and for the design and construction of building foundations are presented later in this report. Site/Slope Stability The proposed improvements are located in the areas surrounding the existing structure underlain by existing certified compacted fill, which forms both the building pad and the adjacent descending fill slope. The approximately 45 feet high, 2: I h:v west facing slope, descending from the rear yard of the subject property, exhibits a moderate cover of natural vegetation. No previous evidence or documentation of gross or surficial instability at the site was found during our background review. No evidence of either surficial or gross instability of the slope was observed. As such, the slope is considered to be both surficially and grossly stable and is not expected to negatively impact the proposed improvements. ~ PETRA ~ GEOSCIENCES""' SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad Effect of Proposed Improvements on Adjacent Properties July 22, 2024 J.N. 24-264 Page 6 It is our opinion that the proposed grading and construction will not adversely affect the stability of adjoining residential properties, including the adjacent descending fill slope, provided that grading and construction are performed in accordance with the grading plan and the recommendations presented herein. Existing Certified Compacted Fill The existing certified compacted fill was drilled to 3.5 feet and found to be in a dense state. Both proposed improvement areas and exposed soil areas were probed and found to be firm and unyielding. Therefore, existing fill soils are suitable as a bearing media for new fill or structure foundations. It is expected that existing surficial soils will be somewhat disturbed during the demolition of the existing improvements. Such disturbed materials should be moisture-conditioned and re-compacted to no less than 90 percent relative compaction to restore design grade. Recommendations for remedial grading and for design and construction of foundations are provided in the "Earthwork" and "Foundation Design Guide I ines" sections of this report. Earthwork General Earthwork and Grading Specifications All earthwork and grading should be performed in accordance with the Municipal Code of the City of Carlsbad, the 2022 California Building Code (CBC), and in accordance with the fol lowing recommendations prepared by this firm . Site Clearing Clearing operations should include the removal of all landscape vegetation and existing structural features to be demolished, such as footings, retaining walls, concrete sidewalks and driveways. Trees and large shrubs, when removed, should be grubbed out to include their stumps and major root systems. Existing underground utilities lines located in areas of proposed grading should also be relocated, as appropriate, and the resultant excavations backfilled with engineered fill. Should any unusual soil conditions or subsurface structures be encountered during grading, they should be brought to the immediate attention of the project geotechnical consultant for corrective recommendations. Ground Preparation Existing fill materials are considered adequate and provide suitable and relatively uniform support for the proposed structural foundations and exterior site improvements in their existing undisturbed condition. ~PETRA ~ GEOSCIENCES"" SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 7 In the event that localized areas are encountered where low-density or disturbed soils are encountered during construction of improvements, deeper remedial excavation will be required to remove such soils, exposing competent compacted fill deemed suitable for support of new engineered fill s and building loads. The actual depth of required remedial removals should be determined during construction, based on field observations by a representative of this firm. Following removal of the unsuitable surficial soils and prior to replacing these soils as engineered fill, the exposed bottom surfaces in each removal area should first be scarified to a depth of 6 inches or as deemed appropriate, watered as necessary to achieve a slightly-above optimum moisture content, and then recompacted to no less than 90 percent relative compaction with reference to ASTM Test Method D 1557. Such subgrade preparation should include surficial moisture-conditioning and compaction under sidewalks, driveways, and similar perimeter improvements. Fill Placement and Testing All fill should be placed in lifts not exceeding 6 inches in thickness, watered or air dried as necessary to achieve at or above optimum moisture conditions, and then compacted in place to a minimum relative compaction of 90 percent of the appl icable laboratory maximum dry density in accordance with ASTM Test Method D 1557. Each fill lift should be treated in a similar manner. Imported soils, if any, should consist of clean granular materials exhibiting a Very Low expansion potential (Expansion Index between 0 and 20) and be free of deleterious materials, oversize rock and any organic materials. Soils to be imported should be approved by the project geotechnical consultant prior to importation. Geotechnical Observations Exposed bottom surfaces in each removal/excavation area should be observed and approved by the project geotechnical consultant prior to placing fill. No fills should be placed without prior approval from the geotechnical consultant. The project geotechnical consultant should also be present on-site during grading operations to verify proper placement and adequate compaction of fill, as well as to evaluate compliance with the other recommendations presented herein. Post-Grading Considerations Site Drainage Positive drainage devices such as sloped concrete flatwork, graded swales and area drains should be provided around the new construction to collect and direct all water to a suitable discharge area. Neither ~PETRA ~ GEOSCIENCES'"' SOLID AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 8 rain nor excess irrigation water should be allowed to collect or pond against building foundations. The owner is advised that the drainage system should be properly maintained throughout the li fe of the proposed development. The purpose of this drainage system will be to reduce water infiltration into the subgrade soils and to direct surface water away from building foundations, and walls. The following recommendations should be implemented during construction. 1. Area drains should be extended into all planters and landscape areas that are located within 10 feet of building foundations to reduce excessive infiltration of water into the foundation soils. Per the 2022 CBC, the ground surfaces within all landscape areas located within 10 feet of building foundations should be sloped at a minimum gradient of 5 percent away from the walls and foundations and to the area drains. The ground surfaces of planter and landscape areas that are located more than IO feet away from building fo undations may be sloped at a minimum gradient of2 percent away from the foundations and towards the nearest area drains. 2. Per the 2022 CBC, concrete tlatwork surfaces that are located within 10 feet of building foundations should be inclined at a minimum gradient of 2 percent away from the building foundations and towards the nearest area drains. Concrete tlatwork surfaces that are located more than IO feet away from bui lding foundations may be sloped at a minimum gradient of I percent away from the foundations and towards the nearest area drains. 3. A watering program should be implemented for the landscape areas that maintain a uniform, near optimum moisture condition in the soils. Overwatering and subsequent saturation of the soils will cause excessive soil expansion and heave and, therefore, should be avoided. On the other hand, allowing the soils to dry out will cause excessive soil shrinkage. As an alternative to a conventional irrigation system, drip irrigation is strongly recommended for all planter areas. The owner is advised that all drainage devices should be properly maintained throughout the lifetime of the development. On-Site Stormwater Infiltration As previously noted, the existing building pad was reportedly capped with 3 feet of non-expansive granular soils during rough grading of the tract. However, beneath the granular fill cap, the fill soils are understood to be clayey and expansive. In view of the anticipated poor permeability and expansive nature of these soils, direct infiltration of on-site storm water runoff is not recommended. Utility Trench Backfill All uti lity trench backfill should be compacted to a minimum relative compaction of 90 percent. Onsite soils cannot be densified adequately by flooding and jetting techniques; therefore, trench backfill materials should be placed in lifts no greater than approximately 6 inches in thickness, watered or air dried as necessary to achieve a uniform moisture content that is equal to or slightly above optimum moisture, and then mechanically compacted in-place to a minimum relative compaction of 90 percent. A representative ~PETRA ~ GEOSCIENCES"" SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 9 of the project geotechnical consultant should probe and test the backfills to document that adequate compaction has been achieved. For shallow trenches where pipe may be damaged by mechanical compaction equipment, such as under the building floor slab, imported clean sand exhibiting a sand equivalent value (SE) of 30 or greater may be utilized. The sand backfill materials should be watered to achieve near optimum moisture conditions and then tamped in place. No specific relative compaction will be required; however, observation, probing, and, if deemed necessary, testing should be performed by a representative of the project geotechnical consultant to document that the sand backfill is adequately compacted and will not be subject to excessive settlement. Where utility trenches enter the footprint of the building, they should be backfilled through their entire depths with on-site fill materials, sand-cement slurry or concrete rather than with any sand or gravel shading. This ''plug" of less-or non-permeable materials will mitigate the potential for water to migrate through the backfilled trenches from outside of the building to the areas beneath the foundations and floor slabs. If clean, imported sand is to be used for backfill of exterior utility trenches, it is recommended that the upper 12 inches of trench backfill materials consist of property compacted on-site soil materials. This is to reduce infiltration of irrigation and rainwater into granular trench backfill materials. Where an interior or exterior utility trench is proposed parallel to a building footing, the bottom of the trench should not be located below a 1: I plane projected downward from the outside bottom edge of the adjacent footing. Where this condition exists, the adjacent footing should be deepened such that the bottom of the utility trench is located above the I: I projection. Slope Landscaping and Maintenance A permanent slope maintenance program should be initiated that should include the care of deep rooted landscape vegetation, drainage and erosion control provisions, rodent control, and repair of leaking irrigation systems. The owner should be advised that potential problems can develop when drainage on the building pad is allowed to run onto the descending slope. Foundation Design Guidelines Seismic Design Parameters Earthquake loads on earthen structures and buildings are a function of ground acceleration which may be determined from the site-specific ground motion analysis. Alternatively, a design response spectrum can be &PETRA ~ GEOSCIENCES""' SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 10 developed for certain sites based on the code guidelines. To provide the design team with the parameters necessary to construct the design acceleration response spectrum for this project, we used two computer applications. Specifically, the first computer application, which was jointly developed by Structural Engineeri ng Association of California (SEAOC) and California's Office of Statewide Health Planning and Development (OSHPD), the SEA/OSHPD Seismic Design Maps Tool website, https://seismicmaps.org. is used to calculate the ground motion parameters. The second computer application, the United Stated Geological Survey (USGS) Unified Hazard Tool website, https://earthquake.usgs.gov/hazards/interactive/, is used to estimate the earthquake magnitude and the distance to surface projection of the fault. To run the above computer applications, site latitude and longitude, seismic risk category and knowledge of site class are required. The site class definition depends on an evaluation of the average small-strain shear wave velocity, Vs30, within the upper 30 meters (approximately I 00 feet) of site soils. A seismic risk category of II was assigned to the proposed building in accordance with 2022 CBC, Table 1604.5. No shear wave velocity measurement was performed at the site, however, the subsurface materials at the site appears to exhibit the characteristics of stiff soils condition for Site Class D designation. Therefore, an average shear wave velocity of 600 to 1,200 feet per second for the upper I 00 feet was assigned to the site based on engineering judgment and geophysical experience. As such, in accordance with ASCE 7-16, Table 20.3-1, Site Class D (D-Default as per SEA/OSHPD software) has been assigned to the subject site. The following table, Table I, provides parameters required to construct the seismic response coefficient, Cs, curve based on ASCE 7-16, Article 12.8 guidelines. A printout of the computer output is attached in Appendix C. [remainder of page intentionally left blank] ~PETRA ~ GEOSCIENCES""' SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad TABLE 1 Seismic Design Parameters Ground Motion Parameters Specific Reference Site L atitude (North) - Site Longitude (West) - Site Class Definition Section 161 3.2.2 '1 >, Chapter 20 <2> Assumed Seismic Risk Category Table 1604.5 <1> M w -Earthauake Magnitude USGS Unified Hazard Tool (3> R -Distance to Surface Projection of Fault USGS Unified Hazard Tool <3> Ss -Mapped Spectral Response Acceleration Figure 16 13.2.1(1)(1> Short Period /0.2 second) S1 -Mapped Spectral Response Acceleration Figure 1613.2.1(2)(1> Long Period ( 1.0 second) Fa -Short Period (0.2 second) Site Coefficient Table 16 13.2.3(1)<1> Fv -Long Period ( 1.0 second) Site Coefficient Table 16 13.2.3(2)11> SMs-MCfa Spectral Response Acceleration Parameter Equation 16-36 <1> Adiusted for Site Class Effect (0.2 second) SM1 -MCER Spectral Response Acceleration Parameter Equation 16-37 <1> Adiusted for Site Class Effect ( 1.0 second) Sos -Design Spectral Response Acceleration at 0.2-s Equation 16-38 <1> Soi -Design Spectral Response Acceleration at 1-s Equation 16-39 11> T0 = 0.2 Soi/ Sos Section 11 .4.6 l21 T s= Soi/ Sos Section 11 .4.6 <2> TL -Long Period Transition Period Figure 22-14 <2> PGA -Peak Ground Acceleration at MCEa ('l Figure 22-9 <2> FraA -Site Coefficient Adjusted for Site Class Effect <2) Table I 1.8-1 <2> PGAM -Peak Ground Acceleration c2> Equation 11.8-1 <21 Adjusted for Site Class Effect Design PGA ::: (½ PGAM) -Slope Stability m Similar to Eqs. 16-38 & 16-39 12> Design PGA ::: (0.4 Sos) -Short Retaining Walls C!l Equation 11.4-5 <2> CRs -Short Period Risk Coefficient Figure 22-18A <2> CR1 -Long Period Risk Coefficient Figure 22-I 9A <2> SDC -Seismic Design Category (§l Section 1613.2.5 <1i References: (I> Californ ia Building Code (CBC), 2022, California Code of Regulations, Title 24, Pan 2, Volume I and II. July 22, 2024 J.N. 24-264 Page 11 Parameter Unit Value 33.08 13 0 -I 17.2640 0 D-Default <4> - II - 6.8 (J) - 9.4 (J) km 1.026 (4) g 0.371 (4) g 1.2 (4) - Null <4> - 1.23 1 (4) g Null l4> 0 "' 0.821 (4) g N ull <41 g Null s Null s 8 (4) s 0.451 g 1.2 (4) - 0.541 (4) g 0.360 g 0.328 g 0.893 (4) - 0.906 (4) - Null !4> - '21 American Society of Civil Engineers/Structural Engineering Institute (ASCE/SEI).20I6, Minimum Design Loads and Associated Criteria for Buildings and Other Structures, Standards 7-16. '31 USGS Unified Hazard Tool -httgs://earthguake.usgs.gov/hazards/interactive/ ''' SEI/OSHPD Seismic Design Map Application -hllgs://seismicmags.org Related References: Federal Emergency Management Agency (FEMA), 201 5, NEHERP (National Earthquake Hazards Reduclion Program) Recommended Seismic Provision for New Building and Other Structures (FEMA P-I050). Notes: • PGA Calculated at the MCE return period of2475 years (2 percent chance ofexceedance in 50 years) . t PGA Calculated at the Design Level of 1/, of MCE: approximately equivalent to a return period of475 years ( 10 percent chance of exceedance in 50 years). t PGA Calculated for short, stubby retaining walls with an infinitesimal (zero) fundamental period. I TI1e designation orovided herein mav be suoerseded bv the structural engineer in accordance with Section 1613.2.5.1, ifannlicable. &PETRA ~ GEOSClENCES""' SOL/0 AS 4 ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad Discussion -General July 22, 2024 J.N. 24-264 Page 12 Owing to the characteristics of the subsurface soils, as defined by Site Class D-Default designation, and proximity of the site to the sources of major ground shaking, the site is expected to experience strong ground shaking during its anticipated life span. Under these circumstances, where the code-specified design response spectrum may not adequately characterize site response, the 2022 CBC typically requires a site- specific seismic response analysis to be performed. This requirement is signified/identified by the "null" values that are output using SEA/OSHPD software in determination of short period, but mostly, in determination of long period seismic parameters, see Table I. For conditions where a ·'null" value is reported for the site, a variety of design approaches are permitted by 2022 CBC and ASCE 7-16 in li eu of a site-specific seismic hazard analysis. For any specific site, these alternative design approaches, which include Equivalent Lateral Force (ELF) procedure, Modal Response Spectrum Analysis (MRSA) procedure, Linear Response History Analysis (LRHA) procedure and Simplified Design procedure, among other methods, are expected to provide results that may or may not be more economical than those that are obtained ifa site-specific seism ic hazards analysis is performed. These design approaches and their limitations should be evaluated by the project structural engineer. Discussion -Seismic Design Category Please note that the Seismic Design Category, SDC, is also designated as ·'null" in Table I. For conditions where the mapped spectral response acceleration parameter at 1 -second period, S1, is less than 0.75, the 2022 CBC, Section 1613.2.5.1 allows that seismic design category to be determined from Table 1613.2.5(1) alone provided that all 4 requirements concerning fundamental period of structure, story drift, seismic response coefficient, and relative rigidity of the diaphragms are met. Our interpretation of ASCE 7-16 is that for conditions where one or more of these 4 conditions are not met, seismic design category should be assigned based on: 1) 2022 CBC, Table 1613.2.5( I), 2) structure's risk category and 3) the value of Sos, at the discretion of the project structural engineer. Discussion -Equivalent Lateral Force Method Should the Equivalent Lateral Force (ELF) method be used for seismic design of structural elements, the value of Constant Velocity Domain Transition Period, Ts, is estimated to 0.512 second and the value of Long Period Transition Period, TL, is provided in Table I for construction of Seismic Response Coefficient -Period (Cs -T) curve that is used in the ELF procedure. As stated herein, the subject site is considered to be within a Site Class D-Default. A site-specific ground motion hazard analysis is not required for structures on Site Class D-Default with S1 :::_ 0.2 provided that ~PETRA ~ GEOSCIENCES,.. SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 13 the Seismic Response Coefficient, Cs, is determined in accordance with ASCE 7-16, Article 12.8 and structural design is performed in accordance with Equivalent Lateral Force (ELF) procedure. Allowable Bearing Capacity, Estimated Settlement and Lateral Resistance Existing Footings Existing footings that are at least 12 inches deep may be used to support the new additions provided that total loads from the existing and new construction do not exceed 1,500 pounds per square foot. If this load limit is exceeded, or if the existing footings do not meet the recommended embedment of at least 12 inches below adjacent finish grade, the existing footings will need to be underpinned or the new loads will need to be transferred to new footings. After the foundation plans have been prepared, the existing footings in all areas to receive additional loads should be randomly exposed and observed by the project structural engineer to verify that they will adequately support any new loads. Allowable Soil Bearing Capacities Pad Footings An allowable soil bearing capacity of 1,500 pounds per square foot may be utilized for design of isolated 24-inch-square footings founded at a minimum depth of 12 inches below the lowest adjacent final grade for pad footings that are not a part of the slab system and are used for support of such features as roof overhang, second-story decks, patio covers, etc. This value may be increased by 20 percent for each additional foot of depth and by IO percent for each additional foot of width, to a maximum value of 2,500 pounds per square foot. The recommended allowable bearing value includes both dead and live loads, and may be increased by one-third for short duration wind and seismic forces. Continuous Footings An allowable soi l bearing capacity of 1,500 pounds per square foot may be utilized for design of continuous footings founded at a minimum depth of 12 inches below the lowest adjacent final grade. This value may be increased by 20 percent for each additional foot of depth and by IO percent for each additional foot of width, to a maximum value of2,500 pounds per square foot. The recommended allowable bearing value includes both dead and live loads and may be increased by one-third for short duration wind and seismic forces. ~PETRA ~ GEOSCIENCES,.. SOLID AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad Estimated Footing Settlement July 22, 2024 J.N. 24-264 Page 14 Based on the allowable bearing values provided above, total static settlement of the addition footings under the anticipated loads is expected to be on the order of¼ inch for structurally isolated footings. Differential settlement is estimated to be negligible. The majority of settlement is likely to take place as footing loads are applied or shortly thereafter. Lateral Resistance A passive earth pressure of 250 pounds per square foot per foot of depth, to a maximum value of 2,500 pounds per square foot, may be used to determine lateral bearing resistance for footings. In addition, a coefficient of friction of 0.35 times the dead load forces may be used between concrete and the supporting soil s to determine lateral sliding resistance. The above values may be increased by one-third when designing for transient wind or seismic forces. It should be noted that the above values are based on the condition where footings are cast in direct contact with compacted fill or competent native soi ls. In cases where the footing sides are formed, all backfill placed against the footings upon removal of forms should be compacted to at least 90 percent of the applicable maximum dry density. Guidelines for Footings and Slabs on-Grade Design and Construction The results of our laboratory tests performed on representative samples of near-surface existing fill soils within the site during our investigation indicate that these materials predominantly exhibit expansion indices that are less than 20. As indicated in Section 1803.5.3 of 2022 Cali fornia Building Code (2022 CBC), these soils are considered non-expansive. As such, the design of slabs on-grade is considered to be exempt from the procedures outlined in Sections 1808.6.2 of the 2022 CBC and may be performed using any method deemed rational and appropriate by the project structural engineer. However, the following minim um recommendations are presented herein for conditions where the project design team may require geotechnical engineering guidelines for design and construction of footings and slabs on-grade at the project site. The design and construction guidelines that follow are based on the above soil conditions and may be considered for reducing the effects of variability in fabric, composition and, therefore, the detrimental behavior of the site soils such as excessive short-and long-term total and differential heave or selllemenl. These guidelines have been developed on the basis of the previous experience of this firm on projects with similar soil conditions. Although construction performed in accordance with these guidelines has been found to reduce post-construction movement and/or distress, they generally do not positively eliminate all potential effects of variability in soils characteristics and future heave or settlement. ~PETRA ~ GEOSCIENCES""' SOLID AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 15 It should also be noted that the suggestions for dimension and reinforcement provided herein are performance-based and intended only as preliminary guidelines to achieve adequate performance under the anticipated soil conditions. However, they should not be construed as replacement for structural engineering analyses, experience and judgment. The project structural engineer, architect and/or civil engineer should make appropriate adjustments to slab and footing dimensions, and reinforcement type, size and spacing to account for internal concrete forces (e.g., thermal, shrinkage and expansion) as well as external forces (e.g., applied loads) as deemed necessary. Consideration should also be given to minimum design criteria as dictated by local building code requirements. Conventional Slab-on-Ground System Given the expansion index of less than 20, as generally exhibited by onsite soils, we recommend that footings and floor slabs be designed and constructed in accordance with the following minimum criteria. Footings I. Exterior continuous footings supporting additions to the one-story structure should be founded at a minimum depth of 12 inches below the lowest adjacent final grade. Interior continuous footings may be founded at a minimum depth of IO inches below the top of the adjacent finish floor slabs. The width and spacing of interior continuous footings should be designed by the project structural engineer. 2. In accordance with Table 1809.7 of 2022 CBC for light-frame construction, all continuous footings should have minimum widths of 12 inches for one-and two-story construction. We recommend all continuous footings should be reinforced with a minimum of two No. 4 bars, one top and one bottom. 3. Both exterior and interior continuous footings should be connected to adjacent continuous footings via dowels at the discretion of the project structural engineer. 4. Interior isolated pad footings, if required, should be a minimum of 24 inches square and founded at a minimum depth of 12 inches bel ow the bottoms of the adjacent floor slabs. Pad footings should be reinforced with No. 4 bars spaced a maxim um of 18 inches on centers, both ways, placed near the bottoms of the footings. 5. Exterior isolated pad footings intended for support of colonnades, roof overhangs, upper-story decks, patio covers, and similar construction should be a minimum of 24 inches square and founded at a minimum depth of 18 inches below the lowest adjacent final grade. The pad footings should be reinforced with No. 4 bars spaced a maximum of 18 inches on centers, both ways, placed near the bottoms of the footings. 6. The minimum footing dimensions and reinforcement recommended herein may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2022 C BC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience, and judgment. ~PETRA ~ GEOSCIENCES"" SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad Building Floor Slabs July 22, 2024 J.N. 24-264 Page 16 I. Concrete floor slabs should be a minimum 4 inches thick and reinforced with a minimum of No. 3 bars spaced a maximum of 24 inches on centers, both ways. Alternatively, the structural engineer may recommend the use of prefabricated welded wire mesh for slab reinforcement. For this condition, the welded wire mesh should be of sheet type (not rolled) and should consist of 6x6/W2.9xW2.9 (per the Wire Reinforcement Institute, WR!, designation) or stronger. All slab reinforcement should be properly supported to ensure the desired placement near mid-depth. Care should be exercised to prevent warping of the welded wire mesh between the chairs in order to ensure its placement at the desired mid-slab position. Slab dimension, reinforcement type, size and spacing need to account for internal concrete forces (e.g., thermal, shrinkage and expansion) as well as external forces (e.g., applied loads), as deemed necessary. It should be noted that some of the non-climatic site parameters, which may impact slabs on- grade performance, are not known at this time, as it is the case for many projects at the design stage. Some of these site parameters include unsaturated soils diffusion conditions pre-and post-construction (e.g., casting the slabs at the end of long, dry or wet periods, maintenance during long, dry and wet periods, etc.), landscaping, alterations in site surface gradient, irrigation, trees, etc. While the effects of any or a combination of these parameters on slab performance cannot be accurately predicted, maintaining moisture content equilibrium within the soils mass and planting trees at a distance greater than half of their mature height away from the edge of foundation may reduce the potential for the adverse impact of these site parameters on slabs on-grade performance. 2. Living area concrete floor slabs and areas to receive moisture sensitive floor covering should be underlain with a moisture vapor retarder consisting of a mi nimum I 0-mil-thick polyethylene or polyolefin membrane that meets the minimum requirements of ASTM E96 and ASTM E 1745 for vapor retarders (such as Husky Yellow Guard®, Stego® Wrap, or equi valent). All laps within the membrane should be sealed, and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. In general, to reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to lowering the pad finished grade an additional inch and then placing a I-inch-thick leveling course of sand across the pad surface prior to the placement of the membrane. Foot traffic on the membrane should be reduced to a minimum. Additional steps would also need to be taken to prevent puncturing of the vapor retarder during concrete placement. At the present time, some slab designers, geotechnical professionals and concrete experts view the sand layer below the slab (blotting sand) as a place for entrapment of excess moisture that could adversely impact moisture-sensitive floor coverings. As a preventive measure, the potential for moisture intrusion into the concrete slab could be reduced if the concrete is placed directly on the vapor retarder. However, if this sand layer is omitted, appropriate curing methods must be implemented to ensure that the concrete slab cures uniformly. A qualified contractor with experience in slab construction and curing should provide recommendations for alternative methods of curing and supervise the construction process to ensure uniform slab curing. ~PETRA ~ GEOSCIENCES"" SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 17 3. Presaturation of the subgrade below floor slabs will not be required; however, prior to placing concrete, the subgrade below all dwelling floor slab areas should be thoroughly moistened to achieve a moisture content that is at least equal to or slightly greater than optimum moisture content. This moisture content should penetrate to a minimum depth of 12 inches below the bottoms of the slabs. 4. The minimum dimensions and reinforcement recommended herein for building floor slabs may be modified (increased or decreased subject to the constraints of Chapter 18 of the 2022 CBC) by the structural engineer responsible for foundation design based on his/her calculations, engineering experience, and judgment. Foundation Observations All foundation excavations should be observed by a representative of the project geotechnical consultant to verify that they have been excavated into competent fil l materials. These observations should be performed prior to the placement of forms or reinforcement. The excavations should be trimmed neat, level, and square. All loose, sloughed or moisture-softened materials and/or any construction debris should be removed prior to the placement of concrete. Excavated soi ls derived from footi ng and utility trenches should not be placed in slab-on-grade areas unless they are compacted to at least 90 percent of maximum dry density. General Corrosivity Screening As a screening level study, limited chemical and electrical tests were performed on samples considered representative of the onsite soils to identify potential corrosive characteristics of these soils. The common indicators that are generally associated with soil corrosivity, among other indicators, include water-soluble sulfate (a measure of soil corrosivity on concrete), water-soluble chloride (a measure of soi l corrosivity on metals embedded in concrete), pH (a measure of soil acidity), and minimum electrical resistivity (a measure of corrosivity on metals embedded in soils). Test methodology and results are presented in Appendix B. It should be noted that Petra does not practice corrosion engineering; therefore, the test results, opinion and engineering j udgment provided herein should be considered as general guidelines only. Additional analyses, and/or determination of other indicators, would be warranted, especially, for cases where buried metallic building materials (such as copper and cast or ductile iron pipes) in contact with site soils are planned for the project. In many cases, the project geotechnical engineer may not be informed of these choices. Therefore.for conditions where such elements are considered, we recommend that other, relevant project design professionals (e.g.. the architect. landscape architect, civil and/or structural engineer, etc.) to be involved. We also recommend considering a qualified corrosion engineer to conduct additional sampling and testing of near-surface soils during the final stages of site grading to provide a complete assessment of soil corrosivity. Recommendations to mitigate the detrimental effects of corrosive soils on buried ~PETRA ~ GEOSCIENCES"" SOLID AS A ROCK MR. ADAM. ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 18 metallic and other building materials that may be exposed to corrosive soils should be provided by the corrosion engineer as deemed appropriate. In general, a soil's water-soluble sulfate levels and pH relate to the potential for concrete degradation; water-soluble chlorides in soils impact ferrous metals embedded or encased in concrete, e.g., reinforcing steel; and electrical resistivity is a measure ofa soil's corrosion potential to a variety of buried metals used in the building industry, such as copper tubing and cast or ductile iron pipes. Table 2, below, presents test results with an interpretation of current code approach and guidelines that are commonly used in building construction industry. The table includes the code-related classifications of the soils as they relate to the various tests, as well as a general recommendation for possible mitigation measures in view of the potential adverse impact of corrosive soils on various components of the proposed structures in direct contact with site soi ls. The guidelines provided herein should be evaluated and confirmed, or modified, in their entirety by the project structural engineer, corrosion engineer and/or the contractor responsible for concrete placement for structural concrete used in exterior and interior footings, interior slabs on-ground, garage slabs, wall foundations and concrete exposed to weather such as driveways, patios, porches, walkways, ramps, steps, curbs, etc. TABLE2 Soil Corrosivity Screening Results Test Test Results Classification General Recommendations Soluble Sulfates 0.0069% S01 -Not Type 11 cement; minimum fc° = 2,500 psi; no (Cal 4 17) Annlicable water/cement ratio restrictions. pH 6.8 Neutral2 No special recommendations (Cal 643) Soluble Chloride 323 ppm C IJ Residence: No max water/cement ratio, re = 2,500 psi (Cal 422) Spas/Deckin11:: water/cement ratio 0.40, re = 5,000 psi Resistivity 2,500 ohm-cm Highly Consult a corrosion engineer (Cal 643) CorrosiveC5> Notes: I. ACI 318-14, Section 19.3 2. The United States Department of Agriculture Natural Resources Conservation Service, formerly Soil Conservation Service 3. ACl 318-14,Section l9.3 4. Exposure classification C2 applies specifically to swimming pools and appurtenant concrete elements 5. Pierre R. Roberge ... Handbook of Corrosion Engineering .. ., Masonry Block Walls Construction On or Near the Tops of Descending Slopes Continuous footings for masonry walls proposed on or within 5 feet from the top of a descending cut or fill slope should be deepened such that a horizontal clearance of5 feet is maintained between the outside bottom ~PETRA ~ GEOSCIENCES""' SOLIO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 19 edge of the footing and the slope face. The footings should be reinforced with two No. 4 bars, one top and one bottom. Plans for top-of-slope masonry walls proposing pier and grade beam footings should be reviewed by the project geotechnical consultant prior to construction. Construction on Level Ground Footings for free-standing (non-retaining) masonry block walls may be designed in accordance with the bearing and lateral resistance values provided previously for building footings. However, as a minimum, the wall footings should be embedded at a minimum depth of 12 inches below the lowest adjacent final grade. The footings should also be reinforced with a minimum of two No. 4 bars, one top and one bottom. In order to reduce the potential for unsightly cracking related to the possibl e effects of differential settlement and/or expansion, positive separations (construction joints) should also be provided in the block walls at each corner and at horizontal intervals of approximately 20 to 25 feet. The separations should be provided in the blocks and not extend through the footings. The footings should be poured monolithically with continuous rebars to serve as effective "grade beams" below the walls. Planter Walls Low-height planter walls should be supported by continuous concrete footings constructed in accordance with the recommendations presented previously for masonry block wall footings. Exterior Concrete Flatwork General Near-surface compacted fill soils within the site are variable in expansion behavior and are expected to exhibit very low expansion potential. For this reason, we recommend that all exterior concrete tlatwork such as sidewalks, patio slabs, large decorative slabs, concrete subslabs that will be covered with decorative pavers, and private vehicular driveways within the site be designed by the project architect and/or structural engineer with consideration given to reducing the potential cracking and uplift that can develop in soils exhibiting expansion index values that fall in the low category. The guidelines that follow should be considered as minimums and are subject to review and revision by the project architect, structural engineer and/or landscape consultant as deemed appropriate. ~PETRA ~ GEOSCIENCES"" SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad Thickness and Joint Spacing July 22, 2024 J.N. 24-264 Page 20 To reduce the potential of unsightly cracking, concrete walkways, patio-type slabs, large decorative slabs and concrete subslabs to be covered with decorative pavers should be at least 4 inches thick and provided with construction joints or expansion joints every 6 feet or less. Reinforcement All concrete flatwork having their largest plan-view panel dimension exceeding 5 feet should be reinforced with a minimum of No. 3 bars spaced 24 inches on centers, both ways. The reinforcement should be properly positioned near the middle of the slabs. The reinforcement recommendations provided herein are intended as guidelines to achieve adequate performance for anticipated soil conditions. The project architect, civil and/or structural engineer should make appropriate adjustments in reinforcement type, size and spacing to account for concrete internal (e.g., shrinkage and thermal) and external (e.g., applied loads) forces as deemed necessary. Subgrade Preparation Compaction To reduce the potential for distress to concrete flatwork, the subgrade soils below concrete fl atwork areas to a minimum depth of 12 inches (or deeper, as either prescribed elsewhere in this report or determined in the field) should be moisture conditioned to at least equal to, or slightly greater than, the optimum moisture content and then compacted to a minimum relative compaction of 90 percent. Pre-Moistening As a further measure to reduce the potential for concrete flatwork cracking, subgrade soils should be thoroughly moistened prior to placing concrete. The moisture content of the soils should be at least 1.2 times the optimum moisture content and penetrate to a minimum depth of 12 inches into the subgrade. Pre- watering of the soils is intended to promote uniform curing of the concrete, reduce the development of shrinkage cracks, and reduce the potential for differential expansion pressure on freshly poured flatwork. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soils, and the depth of moisture penetration prior to pouring concrete. Drainage Drainage from patios and other flatwork areas should be directed to local area drains and/or graded earth swales designed to carry runoff water to the adjacent streets or other approved drainage structures. The ~PETRA ~ GEOSCIENCES.,. SOUO AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 2 1 concrete flatwork should be sloped at a minimum gradient as discussed earlier in the Site Drainage section of this report, or as prescribed by project civil engineer or local codes, away from building foundations, retaining walls, masonry garden walls and slope areas. Tree Wells Tree wells are not recommended in concrete flatwork areas since they introduce excessive water into the subgrade soil s and all ow root invasion, both of which can cause heaving and cracking of the flatwork. FUTURE IMPROVEMENTS Should any new structures or improvements be proposed at any time in the future other than those shown on the enclosed site plan and discussed herein, our firm should be notified so that we may provide design recommendations. Design recommendations are particularly critical for any new improvements that may be proposed on or near descending slopes, and in areas where they may interfere with the proposed permanent drainage facilities. Potential problems can develop when drainage on the pad is altered in any way (i.e., excavations or placement of fills associated with construction of new walkways, patios, block walls and planters). Therefore, it is recommended that we be engaged to review the final design drawings, specifications and grading plan prior to any new construction. If we are not given the opportunity to review these documents with respect to the geotechnical aspects of new construction and grading, we can take no responsibility for misinterpretation of our recommendations presented herein. REPORT LIMITATIONS This report is based on the project, as described, and the geotechnical data obtained from the field tests performed and our laboratory test data. The materials encountered on the project site and utilized in our laboratory evaluation are believed representative of the total area. However, soil materials can vary in characteristics between excavations, both laterally and vertically. The conclusions and opinions contained in this report are based on the results of the described geotechnical evaluations and represent our professional judgment. The findings, conclusions and opinions contained in this report are to be considered tentative only and subject to confirmation by the undersigned during the construction process. Without this confirmation, this report is to be considered incomplete and Petra or the undersigned professionals assume no responsibility for its use. In addition, this report should be reviewed ~PETRA ~ GEOSCIENCES"" SOUO AS ii ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad July 22, 2024 J.N. 24-264 Page 22 and updated after a period of one year or if the site ownership or project concept changes from that described herein. The professional opinions contained herein have been derived in accordance with current standards of practice and no warranty is expressed or implied. Respectfully submitted, PETRA GEOSCIENCES, INC. Jim Larwood Principal Geologist CEG 1897 JL/GRW/kb W_\2020·2025\2024\200\24•264\Reports\24•264 110 Geotechmcal lnvest1ga11on docx ~PETRA ~ GEOSCIENCES"" ,r tu~- Oyt-lZ2/2024 Grayson R. Walker Principal Engineer GE 871 SOL/0 AS A ROCK MR. ADAM ROHRBAUGH 2001 Cima Court I Carlsbad REFERENCES A 7 Group Inc., 2024, Property Improvements Plan, dated June 13. July 22, 2024 J.N. 24-264 Page 23 American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 3 18-14) and Commentary, Committee 318. American Society of Civil Engineers (ASCE), 2016, Minimum Design Loads for Buildings and Other Structures (Standard 7-I 6). Benton Engineering, Inc., 1976a, Project 75-1 2-20F, The Findings from Additional Borings, Green Valley Knolls (Formerly Spanish Village Units 2 and 3), Rancho La Costa, California, dated March 16. ___ , 1976b, Project 76-4-20D, Report on Compacted Fill Ground, Green Valley Knolls, Carlsbad Tract No. 75-7, Except Lots 224 to 229, inclusive La Costa Area of Carlsbad, California, dated August 27. Bryant, W.A., and Hart, E.W., 2007, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps, Californ ia Geological Survey, Special Publication 42. California Building Standards Commission, 2022, Ca lifornia Building Code, California Code of Regulations, Title 24, Part 2, Volume I of 2, dated July. California Department of Water Resources, 2024a, Groundwater Basin boundary Descriptions, San Diego Region ( 9-XXX Basins), https:/ /lab .data.ca.gov I dataset/ ground water-bas in-boundary-descri ptions-san-d iego- region-9-xxx-basins. ___ , 2024b, Water Data Library, http://www.water.ca.gov/waterdatalibrary/groundwater/. California Division of Dam Safety, 2024, Dam Breach Inundation Map Web Publisher, https://fmds.water.ca.gov/webgis/?appid=dam prototype v2, accessed July. California Geological Survey, 20 I 0, 'Fault Activity Map of California, Geologic Data Map No. 6, http://maps.conservation.ca.gov/cgs/fam/. California Geological Survey, 20 I 8, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42. Federal Emergency Management Agency (FEMA), 2015, NEHERP (National Earthquake Hazards Reduction Program) Recommended Seismic Provision fo r New Building and Other Structures (FEMA P-1050). Kennedy, Michael P., and Siang S. Tan, 2007, Geologic Map of the Oceanside 30' x 60' Quadrangle, California. PCSD, 2024, Foundation and Roof Framing Plan, dated J une 5. Rick Engineering Company, 1976, Grading Plans for Carlsbad Tract 75-7, Green Valley Knolls, Sheet 7, Project No. 76-4, dated April 6. SEAOC & OSHPD Seismic Design Maps Web Application -https://seismicmaps.org/ United States Geological Survey (USGS), 2014, Unified Hazard Tool, https ://earthquake. usgs. gov /hazards/interactive/ ~PETRA ~ GEOSCIENCES""' SOUO AS A ROCK FIGURES ~PETRA ~ GEOSCIENCES"" SOL/0 AS A ROCK Reference: Google Earth, 2024 PETRA GEOSCIENCES, INC. 500 La Terraza Blvd., Suite 150 Escondido, California 92025 PHONE: (858) 649-3707 COSTA MESA TEMECULA VALENCIA PALM DESERT CORONA SAN DIEGO Site Location Map Rohrpaugh Residence 2001 Cima Court, Carlsbad, San Diego County, California ~ PETRA DATE:July 2024 ~ GEOSCIENCES-J.N.: 24-264 Figure 1 __ J• ·~-· --- ' 'MJ,-JfJ''"'"''""" ,..,.,,,o.a;~ ~,~ ,_.,,01,o,t."'Qt&r~, ,0:J,"'11.JiCl'-IUlo.DrAll.;:so.- '("kl$,G ii..a.lAAli._ .. ~V, L,,, i\ < ' <'. -\\y, ~ ·;:., •M,;&-4 -··!~.,7 /~ ~1~,c._,·c:, !, 1 afc TD=2' ?: .. a ~ {El -0 , ':?'(" r l ,1 \ ·-·-< \ I ) \ ~--_;__, , , , l I JP 1 3 ,-,c)l>A.,.,_,r:::a .-~_,."" ~ TD=1.5' lo:OIO,-,,,,.;.,~ A,.N,;lu.)ft,IU,ft "·'°"·cwu-., •li..<.,u;, l"'-41,fv-.i.TCM~~ :,u.:1;r....ct~tl[r""'U4,1.o.1 _____ ... !J,,t¢'1to.«I ..... T',O ..... ' ( I I J yr'\_ 6. } ~ ¢ ~ } ~ '\, ' \ \ ' rir.,.,...,--w -; ?-,-.-v-~ ;I j . , i cr---, f7 , ,-A..__,-'-,.A.__;-, ,---.-.: ;;-,~--:-;--~ ' ---------_JJ-:-· ,' \ • r ' \ --, ' f.,., l ' ~ I I I ' . {, .. ~--, ) ~u..,:.1u,., ~-) ~ \11 ,_ \ ,. \\ ____ J.-~---.! .,, ,✓'·-... .....c-~M.&..-,~ ~ca.JD,•• lease Ma.e_Reference:A7 Group Inc., Srte Plan, 2001 Cima fourt, Carlsbad. CA. A0.0. Pro,ect No~_2_~-1QH_. Oaled June 13, 2024. :D¥,l~~ © afc ® T:¼.~, TP-2 I.iii TD=2' EXPLANATION Compacted Artificial F~E{enton Engineering, 1977) Delmar Formation, Circled where buried Approximate Location Of Exploratory Hand-Auger Boring Showing TD = Total Depth Approximate Location Of Exploratory Test Pit Showing TD = Total Depth ~ Not to Scale PETRA GEOSCIENCES, INC. ~ ~ Tenaw Blold~ &al tSO EtalrlOIOOc-tomi.92025 PHONE (151) 6'9-3707 VALENCIA PAI.M OE§ERl CQRQNA SAN OIEI GEOTECHNICAL MAP Rohrbaugh Residence 2001 Cima Court, Carlsbad, California PETRA I DATE July, 2024 GEOSCICNCES-J.N.; 24-264 Figure 2 APPENDIX A EXPLORATION LOGS ~PETRA ~ GEOSCIENCES"'" SOL/0 AS A ROCK EXPLORATION LOG Project: Adam Rohrbaugh Residence Boring No.: HA-I Location: 2001 Cima Court, Carlsbad Elevation: 128+ Job No.: 24-264 Client: Adam Rohrbaugh Date: 7/2/24 D rill Method: Hand Tools Driving Weight: NIA Logged By: ss w Samples Laboratory Tests Depth lith-A Blows C B Moisture Material Description T Dry Other 0 u (Feet) ology E per I Content Density Lab r R 6 in. k (%) (pcf) Tests e 0 •'' \Surface IDirtl: Probes firm and unvieldina. I .. -... .. ARTIFICIAL FILL (afc) El, CORR Sand (SP): light gray to olive brown, slightly moist to moist, -.. .. dense. fine-to medium-grained, trace roots. trace clay, inter .. layered. iron staining. becomes light gray with depth. -.. >--~ -Total Depth = 3.5' >--L-- 5-No groundwater encountered during drilling '--L--Boring was backfilled with spoils. -'--L-- ->--~ ->--~ -'--L-- 10-'--'-- -'-->-- ->-->-- ->-->-- --,_ 15--'-- --- --- --- --- 20--- --- -~ ~ -~ ~ -L--L-- 25-L--L-- -L--~ ->--~ ->--~ -'--L-- 30-'--L-- -'--'-- -->-- -,_ - --- PLATE A-3 Petra Geosciences, Inc. EXPLORATION LOG Proj ect: Adam Rohrbaugh Residence Boring N o.: HA-2 Location: 2001 Cima Court, Carlsbad Elevation: 128± Job No.: 24-264 C lient: Adam Rohrbaugh Date: 7/2/24 Drill Method: Hand Tools Driv ing Weight: N/A Logged By: ss w Samples Laboratory Tests Depth Lith-A C B Dry Other Material Description T Blows Moisture (Feet) ology 0 u Content Density Lab E per I 6 in. r (%) (pcf) Tests R e k 0 .. \Surface (Dirt): Probes firm and unvieldina . -. . ARTIFICIAL FILL (~fc) --... .. Sand (SP}: Light brown to pale yellow, slightly moist, dense, fine--.. to medium-grained, trace roots, trace clay, inter layered. iron t--t--... ... staining. becomes light gray with depth. -... t--t-- -Total Depth = 3.5' --No groundwater encountered during drilling 5-Boring was backfilled with spoils. -- --- --- -t--t-- -t--t-- 10--- --- -t--t-- -t--t-- -t--t-- 15--- --- --,- -t--t-- --,_ 20--- -t--t-- --t-- --- --- 25--- --- --- --- --- 30--- --- --- -f-- -f-- PLATE A-4 Petra Geosciences, Inc. EXPLORATION LOG Project: Adam Roh rbaugh Residence Location: 2001 Cima Court, Carlsbad Job No.: 24-264 Client: Adam Rohrbaugh Drill Method: Hand Tools Driving Weight: N/A Depth (Feet) 0 - - - 5- - - - - 10- - - - - 15- - - - - 20- - - - - 25- - - - - 30- - - - - Lith- ology Material Description .. .. .. .. .. . . :': \Surface <Dirt\: Probes firm and unvieldina. . . ARTIFICIAL FILL ~) : ., Sand (SP)· Light brown to pale yellow, slightly moist to moist. . . medium dense to dense, fine-to medium-grained. trace roots, • • some clav, iron stainina. becomes liaht arav with death . Total Depth= 3' No groundwater encountered during drilling Boring was backfilled with spoils. W Samples A Blows C B T o u E per r I R 6 in. e k '--- L...-L-. L-.1- L-. L-. -L-. Petra Geosciences, Inc. Boring No.: HA-3 Elevation: 128+ Date: 7/2/24 Logged By: ss Laboratory Tests Moisture Content (%) Dry Density (pcf) Other Lab Tests PLATE A-5 EXPLORATION LOG Project: Adam Rohrbaugh Residence Boring N o.: HA-4 Location: 2001 Cima Court, Carlsbad Elevation: 127+ Job No.: 24-264 Client: Adam Rohrbaugh Date: 7/2/24 Drill Method: Hand Tools Driving Weight: N/A Logged By: ss w Samples Laboratory Tests Depth Lith-A C B Dry Material Description T Blows Moisture Other (Feet) ology 0 u E per I Content Density Lab 6 in. r (%) (pcf) Tests R e k 0 .. .: : \Surface /Dirt\: Probes firm and unvieldina. -... ... ARTIFICIAL FILL @fi;) I-I- .. .. Sand ISP): Light brown to pale yellow, dry, laase to medium -... . . ,_ I-... ... dense, fine-to medium-grained, trace roots, trace silt, trace .. . .. -.. . . ~ ravel. -I- •'. . . ecomes liaht brown to arav iron stainina. trace clav. -Total Depth= 3.5' I-I- 5-No groundwater encountered during drilling ,_ I- Boring was backfilled with spoils. --I- -I-I- -I-I- -I-I- 10-I-,_ -I-I- -I-- -I-- -'--- 15-I-I- -I-I- -I-I- -'--I- -I-I- 20-I-I- -I-I- -1--1-- -1--1-- -I-I- 25-I-I- -I-I- -I-I- -I-I- ,_ I-- 30-1--I- -I-I- -I-I- -I-I- -I-I- PLATE A-6 Petra Geosciences, Inc. EXPLORATION LOG Project: Adam Rohrbaugh Residence Boring No.: TP-1 Location: 2001 Cima Court, Carlsbad Elevation: 130± Job No.: 24-264 Client: Adam Rohrbaugh Date: 7/2/24 Drill Method: Hand Tools Driving Weight: N/A Logged By: ss w Samples Laboratory Tests Depth Lith-A C B Material Description T Blows Moisture Dry Other (Feet) ology 0 u E per I Content Density Lab 6 in. r (%) (pcf) Tests R e k 0 ••••••••· \Surface /Dirt\: Probes firm and unvieldina. ARTIFICIAL FILL lafc} -........ '--'-- ~-Sand /SP): Light brown to light olive gray, slightly moist to moist. -medium dense to dense. fine-to medium-grained, trace roots, '--'-- -trace clay. '---®1 ': Bottom of structure footina. -Total Depth= 1.5' '--L- 5-No groundwater encountered during excavation L-L- Test Pit was backfilled with spoils. -L-- -'--- -'--- -L-- 10-L-- -L-L- --- --- -'--- 15-L-- -L-- -'--- -L-- -L-L- 20-'--L- -'--'-- -'--•- -'--'-- -'--'-- 25-L-L- -L-L- '--'--- -'--~ -L-L- 30-L-L- -L-L- '---- -'--'-- -'--'-- PLATE A-I Petra Geosciences, Inc. EXPLORATION LOG Project: Adam Rohrbaugh Residence Boring No.: TP-2 Location: 2001 Cima Court, Carlsbad Elevation: 128+ Job No.: 24-264 Client: Adam Rohrbaugh Date: 7/2/24 Drill Method: Hand Tools Driving Weight: N/A Logged By: ss w Samples Laboratory Tests Depth Lith-A C B Dry Material Description T Blows Moisture Other (Feet) ology 0 u E per I Content Density Lab r R 6 in. k (%) (pcf) Tests e 0 \Surface IDirt\: Probes firm and unvieldina. -ARTIFICIAL FILL lafcl 1--1--.. Sand (SP): dry to slightly moist, medium dense, fine-to medium-.. grained, alternating layers of light brown to gray, brown to pale ~ •- -I olive, and liaht brown to oale olive, trace roots. ~ ~ -Total Depth = 2' -~ No groundwater encountered during excavation 5-Test Pit was backfilled with spoils. -1-- --1-- --~ --~ --- 10--- --- --- --- --- 15--- --- --- --- --- 20--- --- -~ ~ -~ ~ -~ ~ 25-~ ~ -~ ~ -1--,__ -1--~ -~ ~ 30-~ ~ -~ ~ -I-1-- -I-1-- -I-1-- PLATE A-2 Petra Geosciences, Inc. ~PETRA ~ GEOSCIENCES"' APPENDIXB LABORATORY TEST PROCEDURES LABORATORY DATA SUMMARY SOLID AS A ROCK LABORATORY TEST PROCEDURES Soil Classification Soil materials encountered within the property were classified and described in accordance with the Unified Soil Classification System and in general accordance with the current version of Test Method ASTM D 2488. The assigned group symbols are presented in the exploration logs, Appendix A. Expansion Index An expansion index test was performed on a selected bulk sample of the on-site soils in accordance with the current version of Test Method ASTM D 4829. The test results are presented on Plate B-1. Corrosivity Screening Chemical and electrical analyses were performed on a selected bulk sample of onsite soils to determine their soluble sulfate content, chloride content, pH (acidity), and minimum electrical resistivity. These tests were performed in accordance with the current versions of California Test Method Nos. CTM 417, CTM 422 and CTM 643, respectively. The results of these tests are included on Plate B-1. PETRA GEOSCIENCES, INC. J.N. 23-234 laboratory Address: 125/ W. Pomona Road, Unit 103. Corona. CA. 92882 LABO RA TORY DAT A SUMMARY* Sample Max. Optimum Expansion Atterberg Sulfate Chloride Minimum Boring Depth Soil Description Dry Moisture• Expansion Potential Limits4 Content' Content6 pH' Resistivity' Number Density 1 lndex2 (ft) (pcf) (%) Classification3 LL PL Pl (%) (ppm) (Ohm-cm) HA-I 0 to 2 Silty Sand (SM) --0 Very Low ---0.0069 323 6.8 2,500 *Nute: Laboratory data pertaining to in-place soil moisture content and dry density are provided on the exploration logs included in Appendix A of this report. NP = Non Plastic Test Procedures: 1 Per ASTM Test Method D 1557 Per ASTM Test Method D 4829 3 Per ASTM Test Method D 4829 Table I 4 Per ASTM Test Method D 4318 PETRA GEOSC/ENCES, INC. J.N. 24-264 5 Per Caltrans Test Method 417 6 Per Caltrans Test Method 422 7 Per Caltrans Test Method 643 laboratory Address: 1251 W. Pomona Road, Unit /03, Corona, CA, 92882 PLATE B-1 APPENDIXC SEISMIC DESIGN ANALYSES ~PETRA ~ GEOSCIENCES""' SOUO AS A ROCK USGS web services were down for some period of time and as a result this tool wasn't operational. resulting In timeout error USGS web services are now opera11onal so this tool should work as expected. • OSHPD Latitude, Longitude: 33.08130631, -117 .26408423 1 1 1 1 1 \ ',,',,, ' \ \ \ \ \ \ ,, '\ I ( I I I I 1 Go gle 1 I I 1 Date Design Code Reference Document Risk Category Site Class Type Value Ss 1,026 s, 0,371 SMs 1.231 SM1 null -See Section 11.4.8 Sos 0.821 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 0.451 FPGA 1.2 PGAM 0,541 TL 8 SsRT 1.026 SsUH 1.148 SsD 1,5 S1RT 0.371 S1UH 0.41 S1D 0.6 PGAd 0,519 PGAuH 0.451 CRs 0.893 CR1 0.906 Cv 1.305 The Lullabar oeta ct \.a -¢ ~ Q) <J.. 0 q .... Cl) QI :, C" C QI <ii 0. Monarch Villas 9 Direction & Search 9 Description 7/17/2024, 1:12:51 PM ASCE7-16 D -Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEa peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored unifonn-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored detenninistic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored unifonn-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored detenninistic acceleration value. (1.0 second) Factored detenninistic acceleration value. (Peak Ground Acceleration) Uniform-hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s Vertical coefficient Map data ©2024 DISCLAIMER Wiile the information presented on this websrte is believed to be correct, SEAQC /OSHPD and its sponsors and contributors assume no responsibilrty or liabilrty for rts accuracy. The material presented in this web application should not be used or relied upon for any specific application wrthout competent examination and verification of rts accuracy, surtability and applicabilny by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice. nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this websrte. Users of the information from this website assume all liability arising from such use. Use of the output of this websrte does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building srte described by latitudenongitude location in the search results of this website. (City of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit #: CBR2023-3402 ------------------- Project Address: 2001 CIMA CT ------------------- Assessor's Parcel#: 2164910800 _ __:__;_...;__ ______________ _ Project Applicant: ADAM ROHRBAUGH __;,___:_;_..:,.__;..;..:....:,._ ___________ _ (Owner Name) Residential Square Feet: New/Additions: 890 ,)l J, 4 6:: 6'2 Jg O .~ Second Dwelling Unit: ------------------- Commer c i a I Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 09/04/2024 Certification of Applicant/Owners. The person executing this declaration ("Owner'') certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person D Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 0 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 625 N. Vulcan Ave Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D 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 is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school m itigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: ~ ~ Title: ' , J-Date: tJ ! 6 /:;, CJi?I -~,1-l::::...,,~:....!...--==:.._J:___ 1ltO,.Pf/--t/,3tJO )l.)I~~ Phone: COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I buildmg@carlsbadca .gov I www.carlsbadca gov (City of i 151 go Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit#: CBR2023-3402 ------------------- Project Address: 2001 CIMA CT ------------------- Assessor's Parcel#: 2164910800 ___ ..:....... ______________ _ Project Applicant: ADAM ROHRBAUGH _c:,_ __ .:....,_ _ _c:_..:....... ___________ _ (Owner Name) Residential Square Feet: New/Additions: 890 ------------------- Second Dwelling Unit: Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 09/04/2024 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person 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 [TI San Dieguito Union H.S. District 625 N. Vulcan Ave Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D 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 DIST RI CT SCHOOL FEE CERTIFICATION (To be completed by t he school district(s}) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities . This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: 9 ~ ~ ---=-------------------------- Title: John Adcllenrnn I· '<~cutivc Oinxto1· of Planning Date: Name of School District: ___ s_a_n_o_1e_g_u1t_o_u_n_1o_n _Hl_gh_Sc_h_oo_1_0_1str1_ct ____ Phone: 7f;(} 2?-?&>L//1/ COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I bu1lding@carlsbadca.gov I www .carlsbadca gov