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1170 CHINQUAPIN AVE | 1172 CHINQUAPIN AVE; ; PC2022-0037; Permit
Building Permit Finaled Plan Check Permit Print Date: 03/19/2024 Job Address: 1170 CHINQUAPIN AVE, CARLSBAD, CA 92008-3543 Permit Type: BLDG-Plan Check Work Class: Residential Parcel #: 2062612600 Track#: Valuation: $612,638.63 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Permit No: Status: ( City of Carlsbad PC2022-0037 Closed -Fi naled Applied: 08/15/2022 Issued: 10/27/2022 Finaled Close Out: 03/19/2024 Final Inspection: INSPECTOR: Description: 1170 CHINQUAPIN: EXISTING SFD REMODEL (1,900 SF), ADDITION (1,308 SF), ATTACHED DECK (446 SF); NEW ATTACHED(= CAR) GARAGE 800 SF); NEW 2ND STORY ADU (800 SF) ABOVE GARAGE, (123 SF) BALCONY, (84 SF) STORAGE Applicant: COASTAL DREAM HOMES LLC 1170 CHINQUAPIN AVE CARLSBAD, CA 92008-3543 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK Total Fees: $3,036.85 Building Division Property Owner: CoApplicant: COASTAL DREAM HOM ES LLC STEVE RAGAN 1170 CHINQUAPIN AVE 143 S CEDROS AVE CARLSBAD, CA 92008-3543 SOLANA BEACH, CA 92075-1914 (858) 442-3522 Total Payments To Date: $3,036.85 Balance Due: AMOUNT $2,349.80 $687.05 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov .. R (_ City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION E Plan Check \:G WZ-l -O()J ':f ¥~t. Value JE <,t ,Z. 1 (o 3B • b3 PC Deposit 4 3 I O 31« • '6£: -8-1 SEP 2 0 2022 Date GI p '2-o ,.. zo,:Z- Job Address 1170 CHINQUAPIN AVE CARLSBAD, CA 92008 Unit: APN: 206-261-26-00 -----t. 1 n -;;z CT/Project#:_• _________________ Lot #: ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: REMODEL OF EXISITNG SFD. 1,123 S.F. ADDITION TO EXISTING SFD. NEW 800 S.F. ADU ABOVE NEW ATTACHED 800 S.F. GARAGE D New SF : Living SF, 1,308 Deck SF, , Patio SF,. ____ Garage SF_8_oo __ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N , if yes how many? _4 __ _ D Remodel:_1_,9_oo ___ SF of affected area Is the area a conversion or change of use? 0 YO N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _ 0 Solar: ___ KW, ___ M odules, Mounted:0RoofOGround, Tilt: C)YO N, RMA:OY O N, Battery:OYO N, Panel Upgrade: E)y CN Electric M eter number: ------------0th er: PRIMARY APPLICANT PROPERTY OWNER Name: STEVE RAGAN Name: COASTAL DREAM HOMES LLC Address: 445 MARINE VIEW SUITE 310 Address: 1170 CHINQUAPIN AVE City: DEL MAR State: CA Zip:_9_20_1_4 ___ City: CARLSBAD State: CA Zlp:_9_20_0_8 __ _ Phone: 858-442.3522 Phone: 858.259.3100 Email: STEVE@NEWMODERNDESIGN.COM Email: MJG.HOMES@GMAIL.COM DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: _________________ Business Name: _______________ _ Address: Address: _________________ _ City: ________ .State: __ _,Zlp: ____ _ City: _______ state: ___ Zip: ______ _ Phone: ________________ _ Phone:. _________________ _ Email: _________________ _ Email: __________________ _ Architect State License: __________ _ CSLB License #: ______ Class: ______ _ Carlsbad Business License # (Required): _______ _ APPLICANT CER11FICA 110N: I certify that I hove read the applicatian and state that the above information is correct and that the information of the plons Is accuratl!. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): STEVE RAGAN 1635 Faraday Ave Carlsbad, CA 92008 SIGN: ST(P'C:--MqA/f/ DATE: 08/15/2022 (I Ph: 442-339-2719 Email: Buildlos@carlsbadca.goy REV, 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: fC-'2..0ll-~7 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 LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaffirm under penal tyof perjurythat/ am licensed under provisions of Chapter9( commencing with Section 7000)of Division 3 of the Business and Professions Code, and my license is in full force and effect. I alscaffirm under pena/tyof perjury one of the following declarations(CHOOSE ONE): DI have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is Issued. Policy No .. _________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is issued. My workers' compensation Insurance carrier and policy number are: Insurance Company Name:-----------------------• Polley No. __________________________ Expiration Date: ________________ 1 -OR- D Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of California. WARNING: Fallure to secure workers compensation coverage Is unlawful and shall subJect an employer to crlmlnal penaltles and clvll fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (I) Civil Code). Lender's Name: ______________________ lender'sAddress: _____________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all exlstJns and proposed bulldlnss, structures, access roads, and utilltles/utlllty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially exlstlns detail within these plans Inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents ind pllns show the correct dimensions of; the property, bulldlnss, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The exlstlns and proposed use of each bulldlngas stated Is true ind co,rect; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site gradlns/slte prepor1tlon. All lmprovemonts oxlstlns on the property wore completed In accordance with all resulatlons In existence 1t the time of their construction, unless otherwise noted. NAME (PRINT): _________ SIGNATURE: _________ DATE: _____ _ Note: If the person signing above Is an authorized agent for the contractor rovlde a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: II] 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or Improves thereon, and who does such work himself or through his own employees, provided that such improvements are not Intended or offered for sale, If, however, the building or improvement Is sold within one year of completion, the owner-builder will have the burden of proving that he did not bulld or Improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-O I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, [I FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit Issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the Improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in Its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044of theBus/nessandProfess/onsCode, /savallab/euponrequest when thlsapplkatlon Is submitted or at the following Website: http:/ /www.leglnfo.ca.gov/calaw.html. OWNER CERTIFICATION· The applicant certifies th1t all documents and plans clearly and accurately show all exlstlns and proposed bulldlnp, structures, access roads, i nd utllltles/utlllty easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentl1lly exlstfns detail within these plans Inconsistent with the site plan ore not 1pproved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the proparty, bulldlnss, structures and their setbacks from property lines and fro,n one another; access roads/easements, and udlltles. The existing and proposed use of each building as stated Is true and correct; all easements and other encumbrances to development have been accurately shown ind labaled as well as all on-site sradlns/slta preparation. All Improvements existing on the property were completed In accordance with all resulatlons In existence at the time of their construction, unleu otherwise noted. NAME (PRINT): MICHAEL GALLAGHER Note: If the erson sl above Is an authorized a ent for the ro 1635 Faraday Ave carlsbad, CA 92008 Ph: 442-339-2719 Email: Bullding@carl5badca.gov 2 REV. 04/22 (_ City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FOR ECEIVFD Pursuant to State of California Health and Safety Code Section 1.9825-1.!lan 1 5 2022 CITY OF CA1~L~BAD BUILDING DIVISION To: Property Owner An applicat ion for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address 1170 CHINQUAPIN AVE CARLSBAD, CA 92008 The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your underst anding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and It Is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of t his information by signature at the bottom of the form. Th ese are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the request ed permit activities. I. J!!t-1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. }!!j___1 understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. !!!i._1 understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. ?!f._1 understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. V. J!!t-1 understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV.08/20 4 Qwner-Builder Acknowledgement Continued VI. }!!j._1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. "!!!i,_ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. }!!j._ 1 understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. }!!j._ 1 understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State license Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. }!!j._1 am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 1170 CHINQUAPIN AVE CARLSBAD, CA 92008 XI. }!!j._1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. !!!f._1 agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State license Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be In civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury that I have read and understand all of the Information provided an this farm and that my responses, including my authority ta sign this farm, is true and correct. I am aware that I have the apt/on to consult with legal counsel prior ta signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right In signing this form without the advice of legal counsel. Property Owner Name (PRINT) ffk-/{;/(,.1('L fALLApc;e Property Owner Signature 2 04/13/2022 Date REV.08/20 76 ~p~VE PROVIDED ON SITE CONCRETE FOR lAL INSPECTION SERVICES MASONRY THE FOLLOWING . PROJE!CT: DDREss: CITY/AffJ: OWNER/Rep: MATERIAL: ~ c:: ~ ""'-C: C:: L.J T a;;.. ...-,CJ~s ~ ,....,a pie;:c:: p,.FF"'CJRC>.A.EI LE AccuTechSD GMJ CA 92160 WWW.AccuTechSO.com · DATE: 0 STEEL ASSEMBLY/WELDING TESTING/ EPOXY ANCHORS/DOWELS OTHER() SHEAR WALL FRAMING SYSTEM BLDG PERMIT: ARCHITECT: ENGINEER: CONTRACTOR: SUBCONTRACTOR: REPORT IS ON VALID IF REVIEWED AND SIGNED BY ALL PARTIES INDICATING ACCEPTANCE OF TERMS. SPECIALL) IGHT TO BRING A LAWSUIT OR TAKE LEGAL ACTION AGAINST THE INSPECTOR, ACCUTECB, OR ANY OTHER RELATED E? ;rCA~roi,~ i-s~-:crt: 'f).._14k -DATE: =: "TOR· I~ ,IAIM,\ ~ rT !SIGNATURE: ~t BY ACKNOWLEDGE THAT SPECIAL INSPECTION DOES NOT RELIEVE ME; THE OWNER, CONTRACTOR, BUILDER OR REPRE~ PONSIBILITY TO ASSURE THAT ALL WORK IS PERFORMED PER THE APPROVED PLANS, SPECIFICATIONS AND APPLICAE 3Y AGREE TO INDEMNIFY AND HOLD HARMLESS THE INSPECTOR ALONG WITH ANY AND ALL ASSOCIATED ENTITIES FOI OF/FOR DAMAGES WHETHER ACCIDENTAL OR INTENTIONAL. I HEREBY RELEASE THE INSPECTOR ALONG WITH ANY ANt TED ENTITIES FROM ANY AND ALL CLAIMS KNOWN OR ONKNOWN THAT MAY ARISE, OR MAY HAVE ARISEN, DUE TO 1 ION OF THE ABOVE ITEMS. I HEREBY AGREE TO PAY FOR ANY AND ALL ATTORNEY FEES AND COURT COSTS 0,:,r-.--- 5. I WILL PAY FOR ANY AND ALL JUDGMENTS BROUGHT AGAINST THE INSPECTO~ um 1----RELATED TO THIS PROJECT WHATSOEVER :,........! CERTIFY ~u~m 711 .. >-t ,..frue North COMP LI AN CE SERVICES October 20, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: PC2022-0037 True North No.: 22-018-177 Carlsbad, CA 92008 Plan Review: Residential Remodel & Addition Address: 1170 Cbinquapin Ave, Carlsbad, CA Applicant Name: Steve Ragan Applicant Email: steve@newmodemdesign.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R3/U Occupant Load: N/A Type of Construction: V-B Sprinklers: No Stories: 2 Area of Work (sq. ft.): 3,427 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: 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: 1. 2. 3. Drawings: One ( 1) copy dated October 12, 2022, by New Modern Design. Structural Calculations: One(]) copy dated September 30, 2022, by Lamar Engineering. Geotechnical Report: One (I) copy dated May 23, 2022, by East County Soil Consultation. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 2019 California Existing Building Code, and 2019 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 offurther assistance. Sincerely, True North Compliance Services Review By: Amer Atassi -Plan Review Engineer True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, Long Beach, CA 90807 T / 562.733.8030 J\dQO O~Q031jrcouNTvso1LcoNSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 Coastal Dream Homes CUy of Carlsbad MAR 2 D 202'.l BUILDING DIVISION 11 70 Chinquapin Avenue Carlsbad, California 92008 March27~ corm cteer1 Subject: Observation of Footing Excavations for Proposed Master Bedroom Addition 1170 Cbinquapin Avenue Carlsbad, California 92008 References: I. "Report of Field Density Tests for Proposed Residence Additions, 1170 Chinquapin Avenue, Carlsbad, California 92008", Project No. 22-1106G6, Prepared by East County Soil Consultation and Engineering, Inc., Dated February 23, 2023. 2. "Geotechnical Investigation for Proposed Residence Additions, 11 70 Chinquapin Avenue, Carlsbad, California 92008", Project No. 22-l 106G6, Prepared by East County Soil Consultation and Engineering, Inc., Dated May 23, 2022. Ladies & Gentlemen: In accordance with your request, we have observed the footing excavations for the proposed master bedroom addition at the subject site. The footings have been excavated to the proper depth and width into competent bearing soils and are in compliance with the approved building plans. Footing excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). A signed and stamped letter by our geotechnical engineer will be provided following this field report and the excavation of the footings for the new garage addition. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, President 619 666-1769 EAST COUNTY SOIL CONSULTATION ANDENGINEERJNG,INC. RECOR 10925HARTLEYROAD,SUITE"1 D COPY ANTEE, CALIFORNIA 92071 TEL. 6t9-2580ft9 of Carlsbad Coastal Dream Homes 1170 C'.hinqWIJlin A venue Carlsbad, California 92008 APR 15 2023 April 4, 2023 Project No. 22-1106G6 BUILDJNG DIVISION S.bject: Obsttvation ofli'ootiJII ~1fcava.tiom for Proposed R.esideace Additions 1170 Chiaqoapi.a Av-eaae Carlsbad, Califonria 92008 References: I. "Report of Field Density Tests for Proposed Residence Additions, 1170 Chinquapin Avenue, Carlsbad, California 92008". Project No. 22-110606. Prepam:I by East County Soil Conso11Btion and Engineering. Inc., Dated February 23, 2023. 2. "Geotecbnica.l Investigation for .Proposed Residence Additions, 1170 Chinquapin Avenue, Carlsbad, Califumia 92008", Project No. 22-1106G6, Prepared by F.ast County Soil Consultation and Engineering. Inc., Dated May 23, 2022. Ladies & Gentlemen: In accordance with your request, we .have obsaved the footing excavatiom for the proposed mast.er bedroom, gamge aod stan walls for the deck at the subject site. The footin~ have been excavated to the proper depth and width into competent bearing soils and are in comp1iaoce with the approved building plans. Footing excavations, soil expansion characteristics and soil bearing capacity are in acconbuK:c with~ ,efeaeuaid gcotcclmical report (Reference No. 2). This opportunity lo be of sa:vic:c is appreciated. lf you have any questions, or we can be of further service, plc=ase uu nu( hesitate to call or cootact us. Mamadoo Saliou o, P .E. RCE 54071, GE 2704 ENGINEERING , \ l ♦ ' I, J I l J 11 ,\ l Office L1111:: 619.769.73-lS / Email: llab1ada(t(lamarcng.com ,.'::: STRUCTURAL CORRECTIONS PROJECT: CHINQUAPIN AVE RESIDENCE \_ 1170 Chinquapin Avenue Carlsbad, CA 92008 September 30, 2022 Project No.: 2 PC2022-0037 1170 CHINQUAPIN AVE I 1170 CHINQUAPIN. EXISTING SFD REMODEL (1 ,900 SF), ADDITION (1 ,827 SF), ATTACHED DECK (1 ,123 SF); NEW ATTACHED (3 CAR) GARAGE 800 SF); NEW 2ND STORY www.lamarer 809 Bow\111·it Roucl, Ste lO!'i, 2062612600 10/13/2022 PC2022-0037 ' I ...,_:.. J 1 ' CORRECTION #S1 CORRECTION RESPONSES TO STRUCTURAL COMMENTS See revised roof trusses package and truss review letter attached to this submittal. CORRECTION #S2 See soils engineer review letter attached to this submittal. CORRECTION #S3 See sheet SN1 under test and inspections, item number 1 to 10, and list of inspections for the project. ' I TRUSS REVIEW LETTER DATE: TO: September 30, 2022 City of Carlsbad ENGINEERING ---•-■a:-.-w■;■•■--•■;■·•- PROJECT: Chinquapin Avenue Residence 1170 Chinquapin Avenue, Carlsbad, CA 92008 LAMAR PROJECT No.: 22L 1544 Re: Engineers Review Letter concerning Truss Package In accordance with your request, we have compared the roof framing plan, prepared by our office, and the roof truss manufacturer's roof truss layout, prepared by Pacific Truss for the above referenced project. Specifically, we were asked to verify that the roof truss manufacturer's truss layout is in general conformance to the truss layout shown on our approved structural drawings. Based on our review of the documents, we have determined that the roof truss manufacturer's truss layout generally conforms with the roof framing plan on the approved set of structural drawings. Respectfully submitted, Luis A. Labrada, P.E. #65416 Principal Engineer , f EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. CoastaJ Dream Homes 11 70 Chinquapin A venue Carlsbad, California 92008 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 September 29, 2022 Project No. 22-110606 Subject: Review of Foundation Plans and Details for Proposed Residence Additions 1170 Cbinquapin Avenue Carlsbad, California 92008 Reference: ''Geotechnical Investigation for Proposed Residence Additions, 1170 Chinquapin Avenue, Carlsbad, California 92008", Project No. 22-110606, Prepared by East County Soil Consultation and Engineering, Inc., Dated May 23, 2022. Ladies & Gentlemen: In accordance with your request, we have reviewed the foundation plans and details prepared by Lamar Engineering of Chula Vista, California for the proposed residence additions at the subject site. The foundation plans and details were found to be in accordance with the recommendations presented in the referenced geotechrucal report. Our firm should observe the foundatfon excavations for proper size and embedment into competent bearing soils. This opportunity to be of service is appreciated. 1f you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Mamadou Saliou Diallo. P.E. RCE 54071, GE 2704 I I I I Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L 1544 DESIGN BASIS CODE: 2019 CALIFORNIA BUILDING CODE CONCRETE: F' c= 2500 psi @ 28 days MASONRY: ASTM C90, F' m= 1500 psi MORTAR: ASTM C270, F' c= 1800 psi, TYPE "S" GROUT: ASTM C476, F' c= 2000 psi@ 28 days REINFORCING BARS: ASTM A615, F' y=40 ksi, #3 and smaller ASTM A615, F' y=60 ksi, #4 and larger STRUCTURAL S-364 260 "W' SHAPES --ASTM A992, F' y=50ksi 364 260 PLATES & CHANNELS -ASTM A36, F' y= 36ksi TUBES --ASTM A500, GRADE B, F' y= 46 ksi PIPES --ASTM A53, GRADE B, F' y=35 ksi CONVERTIONAL LUMBER: DOUG FIR LARCH, ALLOWABLE STRESSES PER 2019 CBC TRUSS JOIST PRODU· 1243 ESR-1387 (LVL, PSL & LSL MEMBERS) ESR-1153 (TJI JOIST) GLULAM BEAMS: SOIL: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 or 24F-V8 [ -] UNCLASSIFIES SOIL PER TABLE 1804.2 ALLOWABLE SOIL BEARING PRESSURE (ASBP)= PSF [ ✓ ] PER SOILS REPORT BY: East County Soil Consultation, Inc. ALLOWABLE SOIL BEARING PRESSURE (ASBP)= 2000 PSF REPORT#: DATED: 22-1106G6 23-May-22 I I I I ROOF ROOF MATERIAL SHEATHING RAFTERS OR TRUSSES INSULATION DRYWALL OTHER TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR/DECK FLOOR MATERIAL SHEATHING & JOIST DRYWALL OTHER TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: WALLS: STUDS DRYWALL INSULATION STUCCO OTHER TOTAL LOAD: Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 DESIGN LOADS CONCRETE TILE 10 5 1.5 1.5 4 4 1.5 1.5 2.5 2.5 0.5 0.5 20 PSF 0 20 IPSF 0 40 PSF Q FLOOR DECK 4 4 5.5 5.5 2.5 2.5 3.0 3.0 15.0 PSF 15.0 PSF 40 IPSF 60 IPSF 55.0 PSF 75.0 PSF (EXTERIOR) (INTERIOR) 1.0 1.0 2.5 5.0 1.5 10.0 1.0 1.0 16.0 PSF 7.0 PSF PSF PSF I I ROOF ROOF MATERIAL SHEATHING RAFTERS OR TRUSSES INSULATION DRYWALL OTHERS TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR/DECK FLOOR MATERIAL SHEATHING & JOIST DRYWALL OTHER TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD : WALLS: STUDS DRYWALL INSULATION STUCCO OTHER TOTAL LOAD: Project: Chinquanpin Avenue Patio Cover By: Luis Labrada P.E. Date: 08-04-2022 DESIGN LOADS CONCRETE TILE 10 1.5 1.5 4 4 1.5 1.5 2.5 2.5 0.5 0.5 20 PSF 20 l(pitch:3:12) 40 PSF -- 5.5 5.5 2.5 2.5 3.0 3.0 15.0 PSF 0.0 0 IPSF 0.0 PSF EXTERIOR INTERIOR 1.0 1.0 2.5 5.0 1.5 10.0 1.0 1.0 16.0 7.0 PSF IPSF (slope:) PSF PSF IPSF PSF I I Project Title: EnQineer: ProJect ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122 -Copy.ec6 UC#: KW-06018302, B""u"'lld,-.:2"'0:-,a.2"'"2."-7."-7------------,-Lu..,.is'L-arbra-=a--------------,-(c.,.) =N=e=R=-zA-,-L~N=c~1=99=3~.2=0=22"°' DESCRIPTION: RR1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb+ Fb- Fc -Pr11 Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.0266) L(0.0266) 2x10 Span = 10.50 It 875.0 psi 875.0 psi 600.0psi 625.0psl 170.0 psi 425.0psi E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend • xx 470.0ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.020, L = 0.020 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.451: 1 Maximum Shear Stress Ratio = 0.160: 1 Section used for this span 2x10 Section used for this span 2x10 fb: Actual = 434.55psi fv: Actual = 27.24 psi Fb: Allowable = 962.50psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.250ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio= 2214 >=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.120 in Ratio= 1048>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination ax tress Ra os Fieai'Varues-- Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.264 0.094 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.41 228.90 866.25 0.13 14.35 153.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.451 0.160 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.77 434.55 962.50 0.25 27.24 170.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.318 0.113 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.68 383.14 1203.13 0.22 24.02 212.50 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.50 ft 1 0.089 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.24 137.34 1540.00 0.08 8.61 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1202 5.288 0.0000 0.000 :20.22.7.7 DESCRIPTION: RR 1 Vertical Reactions Load Combination vera Imum Overall MINimum DOnly +D+L +D+0.750L +0.600 L Only Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapln Avenue Residence 080122 -Copy.ec6 Luis Labrada Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.140 0.155 0.295 0.260 0.093 0.140 0.140 0.155 0.295 0.260 0.093 0.140 Project Title: EnQineer: Chinquapin Avenue Residence RC ' ' Project ID: Project Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LI #: -06018302, Bull :20.22.7.7 Lu• Labra a DESCRIPTION: RH 1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Nlowable Stress Design Load Combination : ASCE 7-16 Fb+ 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fb- Fc-Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.21 L 0.21 4x12 Span• 9.0 n Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.210, L = 0.210, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.718 1 Maximum Shear Stress Ratio = 0.337: 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 691.20psi fv: Actual = 57.28psi Fb: Allowable = 962.SOpsi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.500ft Location of maximum on span = 8.080ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.058 in Ratio= 1869>=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 nla Max Downward Total Deflection 0.116 in Ratio= 934>=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ra os hear vaues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.399 0.187 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.13 345.60 866.25 0.75 28.64 153.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 0.718 0.337 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.25 691 .20 962.50 1.50 57.28 170.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 0.503 0.236 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.72 604.80 1203.13 1.32 50.12 212.50 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 0.135 0.063 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.28 207.36 1540.00 0.45 17.19 272.00 Overall Maximum Deflections Load Combination Span Max. "·" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1155 4.533 0.0000 0.000 #: KW-06018302, u I :20.22.7.7 DESCRIPTION: RH 1 Vertical Reactions Load Combination vera ,mum Overall MINimum DOnly +D+L +D+0.750L +0.600 L Only Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ecS Luis La ra a Support notation : Far left is #1 Support 1 Support 2 0.945 0.945 1.890 1.654 0.567 0.945 0.945 0.945 1.890 1.654 0.567 0.945 1983-2022 Values in KIPS Wood Beam Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chlnquapin Avenue Residence 080122.ec6 LIC#: KW-06018302. Build:20.22.7.7 DESCRIPTION: RH2 Luis Labrada (c) EN ALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb+ Fb - Fc-Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(3)L(3) 3.Sx11.875 Span =4.Q R 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load: D = 3.0, L = 3.0 k@ 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.302 1 Section used for this span 3.5x11.875 fb: Actual = 875.28psi Fb: Allowable = 2,900.00psi Load Combination +D+L Location of maximum on span = 2.000ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.014 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Ci Cr DOnly Length = 4.0 ft 1 0.168 0.207 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 4.0 ft 1 0.302 0.373 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 4.0 ft 0.211 0.261 1.25 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 4.0 ft 1 0.057 0.070 1.60 1.000 1.00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio = Section used for this span fv: Actual = Fv: Allowable = Load Combination Location of maximum on span = Span# where maximum occurs = 6746>=360 Span: 1 : L Only 0 <360 n/a 3373>=240 Span: 1 : +D+L 0 <240 nla Cm Ct CL F'b 0.00 1.00 1.00 1.00 3.00 437.64 2610.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 6.00 875.28 2900.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 5.25 765.87 3625.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.80 262.58 4640.00 Design OK 0.373: 1 3.5x11.875 108.27 psi 290.00 psi +D+L 0.000ft Span# 1 neafW~ V fv F'v 0.00 0.00 0.00 1.50 54.14 261.00 0.00 0.00 0.00 3.00 108.27 290.00 0.00 0.00 0.00 2.63 94.74 362.50 0.00 0.00 0.00 0.90 32.48 464.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L 0.0142 2.000 0.0000 0.000 Wood Beam LI #: -06018302, Bui d:20.22.7.7 DESCRIPTION: RH2 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.600 L Only Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC i'Nel983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 3.000 1.500 1.500 3.000 2.625 0.900 1.500 1.500 1.500 3.000 2.625 0.900 1.500 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Project Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence.ec6 LI #: KW-06018302, Build:20.22.5.16 DESCRIPTION: RH3 CODE REFERENCES Luis Labrada Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) NERCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fb - Fc-Pr1I Fe-Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.07 L 0.07 4x6 Span z 6.0 It Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.070, L = 0.070 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.377. 1 Maximum Shear Stress Ratio = 0.164:1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 428.43psi fv: Actual = 27.95 psi Fb: Allowable = 1,137.50psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio= 2212>=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 nla Max Downward Total Deflection 0.065 in Ratio= 1106>=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination Max-stress Ratios omen! Values s~ Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.209 0.091 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 214.21 1023.75 0.18 13.97 153.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6. 0 ft 1 0.377 0.164 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.63 428.43 1137.50 0.36 27.95 170.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 6.0 ft 1 0.264 0.115 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.55 374.88 1421.88 0.31 24.46 212.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.071 0.031 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 128.53 1820.00 0.11 8.38 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+L 1 0.0651 3.022 0.0000 0.000 Wood Beam UC#: KW-06018302, BuH :20.22.5.18 DESCRIPTION: RH3 Vertical Reactions Load Combination vera Imum Overall MINimum DOnly +D+L +D+0.750L +0.60D L Only Support 1 0.210 0.210 0.420 0.368 0.126 0.210 Project Title: Engineer: Project ID: ProJect Descr: Luis La rada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Resldence.ec:6 Support notation : Far left is #1 Values in KIPS Support 2 .2 0.210 0.210 0.420 0.368 0.126 0.210 Project Title: Engineer: Project ID: Proiect Descr: Wood Beam Chinquapin Avenue Residence RC 22L1544 UC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RH4 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENER ALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 875psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fb- Fe-Prll Douglas Fir-Larch No.2 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.1 L 0.1 4x8 Span = 5.0 n 875psi Ebend-xx 1300ksi 600psi Eminbend -xx 470ksi 625psi 170 psi 425psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.10, L = 0.10 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.215 1 Maximum Shear Stress Ratio = 0.132 : 1 Section used for this span 4x8 Section used for this span 4x8 fb: Actual = 244.61 psi fv: Actual = 22.44 psi Fb: Allowable = 1,137.50psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span# where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 6129>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio = 0 <360 nla Max Downward Total Deflection 0.020 in Ratio = 3064>=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN Ci Cr Cm C t CL F'b V F'v DOnly 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.119 0.073 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 122.30 1023.75 0.19 11 .22 153.00 +D+L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.215 0.132 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.63 244.61 1137.50 0.38 22.44 170.00 +D+0.750L 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 5.0 ft 1 0.151 0.092 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.55 214.03 1421.88 0.33 19.63 212.50 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.040 0.025 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 73.38 1820.00 0.11 6.73 272.00 Overall Maximum Deflections Load Combination Span Max. "·" Dell Location in Span Load Combination Max."+" Dell Location in Span +D+L 1 0.0196 2.518 0.0000 0.000 Wood Beam LIC#: -06018302, Bull :20.22.7.7 DESCRIPTION: RH4 Vertical Reactions Load Combination verall Imum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Project Title: EnQineer: Proiect ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 uis Labrada (c) NE ALC IN 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.250 0.250 0.500 0.438 0.150 0.250 0.250 0.250 0.500 0.438 0.150 0.250 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Resldence.ec6 LIC#: KW-06018302, Bui :20.22.5.16 DESCRIPTION: RH5 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties us Labrada Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 875psi 875psi 600psi 625 psi 170psi 425psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fc • Pr11 Douglas Fir-Larch Fe • Perp ~2 ~ Ft Beam is Fully Braced against lateral-torsional buckling 0(1) L(1) 0 065 L 0.065 4x12 Span• 7.50 II Ebend-xx 1300 ksi Eminbend • xx 470ksl Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 1.0, L = 1.0 k@ 3.750 ft Uniform Load : D = 0.0650, L = 0.0650 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.788 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 758.10psi fv: Actual Fb: Allowable = 962.50psl F11: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.750ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.037 In Ratio= 2438>=360 Span: 1 : L Only Max Upward Transient Deflection 0 In Ratio= 0 <360 nla Max Downward Total Deflection 0.074 In Ratio= 1219>=240 Span: 1 : +D+L Max Upward Total Deflection Oln Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# CFN C1 Cr Cm Ct CL DOnly Length = 7. 50 ft 1 0.438 0.170 0.90 1.100 1.00 1.00 1.00 1.00 1.00 2.33 379.05 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 1 0.788 0.306 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.66 758.10 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 Length= 7.50 ft 1 0.551 0.214 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.08 663.33 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 Length = 7. 50 ft 1 0.148 0.057 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.40 227.43 Overall Maximum Deflections Load Combination Span Max. "·" Oefl Location in Span Load Combination +D+L 1 0.0738 3.777 Design OK = 0.306 : 1 4x12 = 52.06 psi = 170.00 psi +D+L = 6.569 ft = Span# 1 near aues F'b V fv F'II 0.00 0.00 0.00 0.00 866.25 0.68 26.03 153.00 0.00 0.00 0.00 0.00 962.50 1.37 52.06 170.00 0.00 0.00 0.00 0.00 1203.13 1.20 45.55 212.50 0.00 0.00 0.00 0.00 1540.00 0.41 15.62 272.00 Max."+" Defl Location in Span 0.0000 0.000 Wood Beam L -06018 02, Butid:20.22.5.16 DESCRIPTION: RH5 Vertical Reactions Load Combination vera Imum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Proiect Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values In KIPS Support 1 Support 2 1. 0.744 0.744 1.488 1.302 0.446 0.744 0.744 0.744 1.488 1.302 0.446 0.744 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: ProJect Descr: 22L1544 Project File: Chinquapin Avenue Resldence.ec6 Luis abrada CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- Fc-Prtl 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch Fe -Perp No.2 Fv Ft Beam Is Fully Braced against lateral-torsional buckling Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf 0(1.4) L(1.4) 4X10 Span• s.o n Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 1.40, L = 1.40 k@ 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.533 1 Section used for this span 4x10 fb: Actual = 560.17psi Fb: Allowable = 1,050.00psi Load Combination +D+L Location of maximum on span = 4.993ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.036 in Ratio= Max Upward Total Deflection Qin Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN Ci Cr D Only Length = 6.0 ft 1 0.296 0.353 0.90 1.200 1.00 1.00 +D+L 1.200 1.00 1.00 Length = 6.0 ft 1 0.533 0.636 1.00 1.200 1.00 1.00 +D+0.750L 1.200 1.00 1.00 Length = 6.0 ft 1 0.373 0.445 1.25 1.200 1.00 1.00 +0.600 1.200 1.00 1.00 Length = 6.0 ft 1 0.100 0.119 1.60 1.200 1.00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 4015 >=360 Span: 1 : L Only 0 <360 n/a 2007 >=240 Span: 1 : +D+L 0 <240 nla Cm Ct CL 1.00 1.00 1.00 1.16 280.09 1.00 1.00 1.00 1.00 1.00 1.00 2.33 560.17 1.00 1.00 1.00 1.00 1.00 1.00 2.04 490.15 1.00 1.00 1.00 1.00 1.00 1.00 0.70 168.05 Load Combination Span Max. "-" Defl Location in Span Load Combination +O+L 1 0.0359 3.416 = = = = = F'b 0.00 945.00 0.00 1050.00 0.00 1312.50 0.00 1680.00 Design OK V 0.00 1.17 0.00 2.33 0.00 2.04 0.00 0.70 0.636: 1 4x10 108.11 psi 170.00 psi +D+L 5.015ft Span# 1 hearVaues fv F'v 0.00 0.00 54.05 153.00 0.00 0.00 108.11 170.00 0.00 0.00 94.59 212.50 0.00 0.00 32.43 272.00 Max. "+" Defl Location in Span 0.0000 0.000 Wood Beam LIC#: KW-06018302, Bulid:20.22.5.16 DESCRIPTION: RH6 Vertical Reactions Load Combination Overall 1mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Project Title: Engineer: Project ID: Proiect Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 c) ENE ALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.233 1.167 0.233 1.167 0.467 2.333 0.408 2.042 0.140 0.700 0.233 1.167 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 Wood Beam Project File: Chlnquapin Avenue Resldence.ec6 LIC#: KW-06018302, Build:20.22.7.7 Luis Labra a DESCRIPTION: RH7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 2,900.0psl 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Fb- Fc-Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling 0 0.29 L 0.19 3.5x14.0 Span z 10.0 ft 750.0psi 290.0psi 2,025.0 psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksl Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.290, L = 0.190 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.217: 1 Maximum Shear Stress Ratio = Section used for this span 3.5x14.0 Section used for this span fb: Actual = 629.74psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 5.000ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio= 4466>=720 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0 <720 n/a Max Downward Total Deflection 0.068 in Ratio= 1768 >=720 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0<720 nla Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V CFN Ci Cr Cm Ct CL F'b DOnly 0.00 Length = 10.0 ft 1 0.146 0.132 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.63 380.47 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 10.0 ft 1 0.217 0.196 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 629.74 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.157 0.141 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.41 567.42 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.049 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.18 228.28 4640.00 Overall Maximum Deflections Design OK 0.196: 1 3.5x14.0 56.84 psi 290.00 psi +D+L 0.000ft Span# 1 fiearVarues- V fv F'v 0.00 0.00 0.00 1.12 34.34 261.00 0.00 0.00 0.00 1.86 56.84 290.00 0.00 0.00 0.00 1.67 51 .22 362.50 0.00 0.00 0.00 0.67 20.61 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 0.0679 5.036 0.0000 0.000 !Wood Beam UC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RH7 Vertical Reactions Load Combination Overalr ,mum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Support 1 .4 0.950 1.450 2.400 2.163 0.870 0.950 Project Title: Engineer: Project ID: Project Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 1983-2022 Support notation : Far left is #1 Values in KIPS Support 2 .4 0.950 1.450 2.400 2.163 0.870 0.950 Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Wood Beam UC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RH8 Luis Labrada Project File: Chinquapin Avenue Residence.ec6 (c) ENER ALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - Fe-Pr11 Wood Species Wood Grade iLevel Truss Joist Fe -Perp Parallam PSL 2.0E Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.2 L 0.095 3.5x14.0 Span" 10.0 ft 2900psi 2900psi 2900psi 750psi 290psi 2025psi E : Modulus of Elasticity Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.20, L = 0.0950 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.133 1 Maximum Shear Stress Ratio = Section used for this span 3.5x14.0 Section used for this span fb: Actual = 387.03psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 5.000ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 8933>=720 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0 <720 n/a Max Downward Total Deflection 0.042 in Ratio= 2877>=720 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <720 nla Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Ci Cr Cm Ct CL F'b DOnly 0.00 Length = 10.0 ft 1 0.101 0.091 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.50 262.39 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.133 0.120 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.69 387.03 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.098 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.39 355.87 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 10.0 ft 1 0.034 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.50 157.43 4640.00 Overall Maximum Deflections Design OK 0.120: 1 3.5x14.0 34.94psi 290.00 psi +D+L 0.000 ft Span# 1 fiearValues V fv F'v 0.00 0.00 0.00 0.77 23.69 261.00 0.00 0.00 0.00 1.14 34.94 290.00 0.00 0.00 0.00 1.05 32.12 362.50 0.00 0.00 0.00 0.46 14.21 464.00 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Deft Location in Span +D+L 0.0417 5.036 0.0000 0.000 Wood Beam L :20.22.7.7 DESCRIPTION: RH8 Vertical Reactions Load Combination vera ,mum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Project Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENE ALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 . 5 .4 0.475 0.475 1.000 1.000 1.475 1.475 1.356 1.356 D.600 0.600 0.475 0.475 Wood Beam Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122 -Copy.ec6 LIC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RH9 Luis Labrada 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- Fc-Pr11 875psi 875psi 600psi 625psi 170psi 425psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Ebend-xx 1300ksi Eminbend -xx 470ksi Douglas Fir-Larch Fe -Perp ~2 ~ Ft Density 31 .21 pcf Beam is Fully Braced against lateral-torsional buckling D 0.06 0.04 D 0.04 0.06 4X6 Span: 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Varying Uniform Load : D= 0.040->0.060 k/ft, Extent= 0.0 --» 3.0 ft, Trib W idth = 1.0 ft Varying Uniform Load : D= 0.060->0.040 k/ft, Extent = 3.0 --» 6.0 ft, Trib W idth = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = = = = 0.159 1 4x6 163.21 psi 1,023.75psi DOnly 3.000ft Span# 1 Qin Ratio= O in Ratio= 0.025 in Ratio= O in Ratio= Maximum Forces & Stresses for Load Combinations ax S!ress Ra os Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0 <720 n/a 0 <720 nla 2933 >=720 Span: 1 : D Only 0 <720 nla omenf'ii'alues = = = = = Design OK 0.067 : 1 4x6 10.27 psi 153.00 psi DOnly 0.000 ft Span# 1 Sfiear \7alues Load Combination Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly Length = 6.0 ft 1 0.159 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.24 163.21 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.054 0.023 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.14 97.93 0.00 0.00 0,00 0.00 1023.75 0.13 10.27 153.00 0.00 0.00 0.00 0.00 1820.00 0,08 6.16 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span DOnly 0.0245 3.022 0.0000 0.000 Wood Beam #: KW-060 830 , Bulld:20.22.7.7 DESCRIPTION: RH9 Vertical Reactions Load Combination vera I Imum Overall MINimum DOnly +0.600 Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22l1544 Project File: Chinquapin Avenue Residence 080122 • Copy.ec6 Lu s abra a (c) E ALC1fiic1983-2022 Support notation : Far left Is #1 Values in KIPS Support 1 Support 2 .5 0.090 0.150 0.090 0.090 0.150 0.090 Project Title: Engineer: Proiect ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Resldence.ec:6 I #: KW-06018302, Bulld:20.22.5.16 uis brada (c) NER ALC NC 1983-2022 DESCRIPTION: FH1 (W/OVERSTRENGHTFACTOR) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb- 2,900.0psi 2,900.0psl 2,900.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Fc-Prtl Fe -Perp Fv Eminbend-xx 1,016.54ksl Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Ft Beam is Fully Braced against lateral-torsional buckling 0(4.4) L(3.7) E(1.6) 3.5x11 875 Spaoa 250 ft 750.0psl 290.0psi 2,025.0psi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 4.40, L = 3.70, E = 1.60 k@ 1.0 ft Uniform Load : D = 0.3880, L = 0.360 k/ft, Extent= 0.0 --» 1.0 ft, Tributary Width= 1.0 ft Uniform Load : D = 0.4780, L = 0.60 k/ft, Extent = 1.0 --» 2.50 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.28Q 1 Maximum Shear Stress Ratio = Section used for this span 3.5x11.875 Section used for this span fb: Actual = 810.93psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 1.004ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.002 In Ratio = 12008>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.005 In Ratio= 5641 >=240 Span: 1 : +D+L Max Upward Total Deflection 0 In Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V Ci Cr Cm Ct CL F'b DOnly 0.00 Length = 2. 50 ft 1 0.166 0.385 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.97 432.62 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 2.50 ft 1 0.280 0.648 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.56 810.93 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length,. 2.50 ft 1 0.198 0.458 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.91 716.36 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 2.50 ft 1 0.056 0.130 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.78 259.57 4640.00 +1 .140D+1 .750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 2.50 ft 1 0.159 0.377 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.06 737.67 4640.00 +1 .140D+0.750L+1.750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Design OK 0.648: 1 3.5x11.875 187.90 psi 290.00psi +D+L 0.000ft Span# 1 V F'v 0.00 0.00 0.00 2.78 100.45 261.00 0.00 0.00 0.00 5.21 187.90 290.00 0.00 0.00 0.00 4.60 166.04 362.50 0.00 0.00 0.00 1.67 60.27 464.00 0.00 0.00 0.00 4.85 175.14 464.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: Proiect Descr: Wood Beam IC# : KW-06018302, Bull :20.22.5.16 Luis Labrada DESCRIPTION: FH1 (W/OVERSTRENGHTFACTOR) Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Length = 2.50 ft 1 0.220 0.519 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Chinquapin Avenue Residence RC 22l1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENERCALC INC 1983-202 F'b V fv F'v 7.00 1,021.41 4640.00 6.67 240.73 464.00 Load Combination +D+L Span Max. "-" Deft Location In Span Load Combination Max. "+" Dell Location In Span Vertical Reactions Load Combination vera ,mum Overall MINimum D Only +D+L +D+0.750L +0.600 +D+0.70E +D+0. 750L +0.5250E +0.600+0. 70E LOnly EOnly 0.0053 1.195 Support notation : Far left is # 1 Support 1 Support 2 0.960 3.166 5.944 5.249 1.899 3.838 5.753 2.571 2.778 0.960 0.640 2.340 4.522 3.976 1.404 2.788 4.312 1.852 2.182 0.640 0.0000 0.000 Values in KIPS Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: ProJect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Resldence.ec6 LIC#: KW-06018302, Build:20.22.5.16 DESCRIPTION: FB1 CODE REFERENCES Luis Labrada Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- Wood Species Wood Grade Beam Bracing f Fc -PrU !Level Truss Joist Fe -Perp Parallam PSL 2.0E Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(0.2791 L(0.26) 3.5~14.0 Span= 9.50 n 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0 psi (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.0?0pcf v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.2790, L = 0.260 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.220 1 Maximum Shear Stress Ratio = Section used for this span 3.5x14.0 Section used for this span fb: Actual = 638.20psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 4.750ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 3807 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.062 in Ratio= 1836>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination ax ress Ralios Momeni 'values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b DOnly 0.00 Length = 9. 50 ft 1 0.127 0.118 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.15 330.35 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9. 50 ft 1 0.220 0.205 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.08 638.20 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 9.50 ft 1 0.155 0.144 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.35 561 .23 3625.00 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 9.50 ft 1 0.043 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.89 198.21 4640.00 Overall Maximum Deflections Design OK 0.205: 1 3.5x14.0 59.50 psi 290.00 psi +D+L 8.356ft Span# 1 Sliear 'values V fv F'v 0.00 0.00 0.00 1.01 30.80 261.00 0.00 0.00 0.00 1.94 59.50 290.00 0.00 0.00 0.00 1.71 52.32 362.50 0.00 0.00 0.00 0.60 18.48 464.00 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location in Span +D+L 0.0621 4.785 0.0000 0.000 Project Title: Engineer: Project ID: Proiect Descr: Wood Beam LIC#: W-06018302, Build:20.22.5.16 Luis Labrada DESCRIPTION: FB1 Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -..O~v-e-ra~ll~MAX~~,m-um-------------..2.5ITTl Overall MINimum 1.235 D Only 1.325 +D+L 2.560 +D+0.750L 2.252 +0.600 0.795 L Only 1.235 1.235 1.325 2.560 2.252 0.795 1.235 Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Steel Beam Project File: Chlnquapin Avenue Residence.ec6 LI #: KW--06018302, Build:20.22.5.16 uis Labrada (c) ENERCALC INC 1983-2022 DESCRIPTION: FB2 (W/OVERSTRENGHTFACTOR) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method :Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Fy : Steel Yield : E: Modulus : 0(3.80) L(3.~0) E(8l(3tUIJ)) I (1 30) D(0.2190) L(0.30) _ i 1 '---------·-------·-------•-w_1__.2_x5_8 ____ _ Span c 20.0 ft 50.0 ksi 29,000.0 ksi D(0.!280) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load for Span Number 1 Uniform Load : D = 0.2190, L = 0.30 k/ft, Extent= 0.0 --» 12.0 ft, Tributary Width= 1.0 ft Uniform Load : D = 0.1280 k/ft, Extent = 12.0 --» 20.0 ft, Tributary Width = 1.0 ft Point Load : D = 1.40, L = 1.30 k@ 12.0 ft Point Load : D = 3.80, L = 3.80, E = 3.312 k@ 10.0 ft Point Load : E = -3.312 k@ 19.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.428: 1 Section used for this span W12x58 Ma : Applied 92.198 k-ft Mn / Omega : Allowable 215.569 k-ft Load Combination +1.140D+0.750L +1.750E Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Span# 1 0.157 in Ratio = 0.000 in Ratio= 0.314 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span# where maximum occurs 1,525 >=360 0 <360 764 >=180 0 <180 Span: 1 : L Only Span: 1 : +D+L Design OK 0.132: 1 W12x58 11.593 k 87.840 k +1 .140D+0.750L+1.750E 0.000 ft Span# 1 Load Combination ax"Sffess a IOS ummary o Sliear 'values Segment Length Span# M V Mmax+ Rm Va Max VnxVnx/Omega DOnly Dsgn. L = 20.00 ft 0.158 0.051 34.09 34.09 360.00 215.57 1.25 1.00 4.50 131.76 87.84 +D+L Dsgn. L = 20.00 ft 0.318 0.108 68.49 68.49 360.00 215.57 1.25 1.00 9.44 131.76 87.84 +D+0.750L Dsgn. L = 20.00 ft 0.278 0.093 59.89 59.89 360.00 215.57 1.25 1.00 8.21 131.76 87.84 +0.600 Dsgn. L = 20.00 ft 0.095 0.031 20.46 20.46 360.00 215.57 1.25 1.00 2.70 131.76 87.84 +1.1400+1.750E Dsgn. L = 20.00 ft 0.308 0.090 66.40 66.40 360.00 215.57 1.28 1.00 7.92 131.76 87.84 +1.140D+0.750L+1 .750E Project Title: Engineer: Project ID: Project Descr: Steel Beam Chinquapin Avenue Residence RC 22L1544 LI #: KW-06018 02, Bund:20.22.5.18 Luis Labrada Project File: Chinquapin Avenue Residence.ec6 (c) ENER ALC INC 1983-2022 DESCRIPTION: FB2 (W/OVERSTRENGHTFACTOR) Maximum Forces & Stresses for Load Combinations Load Combination Summary of Moment Va ues ues Segment Length Span # Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Dsgn. L = 20.00 fl 1 0.132 92.20 92.20 360.00 215.57 1.28 1.00 11.59 131.76 87.84 Overall Maximum Deflections Load Combination Span Max."-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.3141 10.000 0.0000 0.000 Vertical Reactions Support notation : Far left is#· Values in KIPS Load Combination Support 1 Support 2 vera ,mum . 444 "8 . Overall MINimum 1.573 1.507 DOnly 4.504 4.348 +D+L 9.444 8.108 +D+0.750L 8.209 7.168 +0.600 2.703 2.609 +D+0.70E 5.606 3.246 +D+0.750L+0.5250E 9.035 6.342 +0.600+0.70E 3.804 1.507 LOnly 4.940 3.760 E Only 1.573 -1.573 Project Title: Engineer: Proiect ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LIC#: KW-06018302, Build:20.22.7.7 Luis abra a DESCRIPTION: FB3 (W/OVERSTRENGHTFACTOR) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb - 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Fc-Prll Fe -Perp Fv Eminbend -xx 1,016.54ksi Wood Species Wood Grade Beam Bracing iLevel Truss Joist Parallam PSL 2.0E Ft Beam is Fully Braced against lateral-torsional buckling 0(0.45) L(0.45) E(1.372) D 0.478 L 0.6 5.25x16.0 Span = 16.0 ft 750.0psi 290.0psi 2,025.0psi Density 0(0.95) l(O. 5) E(-1.372) 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.4780, L = 0.60 , Tributary Width = 1.0 ft Point Load : D = 0.450, L = 0.450, E = 1.372 k@ 6.60 ft Point Load : D = 0.950, L = 0.950, E = -1.372 k@ 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.762 1 Maximum Shear Stress Ratio = Section used for this span 5.25x16.0 Section used for this span fb: Actual = 2,210.93psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 8.117ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.293 in Ratio = 654>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 nla Max Downward Total Deflection 0.536 In Ratio= 358 >=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination omenfValues Segment Length Span# V Ci Cr Cm Ct CL M fb F'b DOnly 0.00 Length = 16.0 ft 1 0.383 0.281 0.90 1.000 1.00 1.00 1.00 1.00 1.00 18.68 1,000.92 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 16.0 ft 1 0.762 0.556 1.00 1.000 1.00 1.00 1.00 1.00 1.00 41.27 2,210.93 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 ft 1 0.526 0.384 1.25 1.000 1.00 1.00 1.00 1.00 1.00 35.62 1,908.43 3625.00 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 16.0 ft 1 0.129 0.095 1.60 1.000 1.00 1.00 1.00 1.00 1.00 11.21 600.55 4640.00 +1.140O+1.750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 ft 1 0.300 0.194 1.60 1.000 1.00 1.00 1.00 1.00 1.00 26.02 1,394.18 4640.00 +1.140D+0.750L+1.750E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Design OK 0.556: 1 5.25x16.0 161.35 psi 290.00 psi +D+L 14.715ft Span# 1 Sliear v'alues V fv F'v 0.00 0.00 0.00 4.11 73.36 261.00 0.00 0.00 0.00 9.04 161.35 290.00 0.00 0.00 0.00 7.80 139.35 362.50 0.00 0.00 0.00 2.46 44.01 464.00 0.00 0.00 0.00 5.04 90.03 464.00 0.00 0.00 0.00 Project Title: Engineer: Project ID: ProJect Descr: Wood Beam Chinquapin Avenue Residence RC 22L1544 L #: KW-06018302, Build:20.22.7.7 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC NC 1983-2022 DESCRIPTION: FB3 (W/OVERSTRENGHTFACTOR) Maximum Forces & Stresses for Load Combinations Load Combination ax fr'essRa·rr.o--s,--------------------.,==="=:::-------~=...-===--- Segment Length Span # M V Cd C FN V fv F'v Length= 16.0 ft 1 0.490 0.325 1.60 1.000 1.00 1.00 1.00 1.00 1.00 42.47 2,274.99 4640.00 8.44 150.72 464.00 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAximum Overall MINimum DOnly +D+L +D+0.750L +0.60O +D+0.70E +D+0. 750L +0.5250E +0.60O+0.70E LOnly E Only Span Max. "-" Dell Location in Span Load Combination 0.5358 8.117 Support notation : Far left Is #1 Support 1 9.6 0.463 4.326 9.628 8.302 2.596 4.650 8.545 2.920 5.302 0.463 Support 2 -0.463 4.722 10.420 8.996 2.833 4.398 8.753 2.509 5.698 -0.463 Max. "+" Dell Location in Span 0.0000 0.000 Values In KIPS Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 ultd:20.22 .. 7 Luis abrada Project File: Chlnquapin Avenue Residence 080122.ec6 (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc-Prtl Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D(0.125~L(0 125) 4x10 Span " 9.50 ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1250, L = 0.1250 , Tributary W idth = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.646 1 Maximum Shear Stress Ratio = 0.272: 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 678.08psi fv: Actual = 46.18psi Fb: Allowable = 1,050.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.750fl Location of maximum on span = 8.737fl Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.077in Ratio= 1484>=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.154 In Ratio= 742 >=240 Span: 1 : +D+l Max Upward Total Deflection Qin Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination -ax tress Ratios Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V F'v DOnty 0.00 0.00 0.00 0.00 Length = 9. 50 fl 1 0.359 0.151 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.41 339.04 945.00 0.50 23.09 153.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 fl 1 0.646 0.272 1.00 1.200 1.00 1.00 1.00 1.00 1.00 2.82 678.08 1050.00 1.00 46.18 170.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 9.50 fl 1 0.452 0.190 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.47 593.32 1312.50 0.87 40.41 212.50 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.50 fl 1 0.121 0.051 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.85 203.42 1680.00 0.30 13.86 272.00 Overall Maximum Deflections Load Combination Span Max. "·" Dell Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.1536 4.785 0.0000 0.000 Wood Beam Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chlnquapin Avenue Residence 080122.ec6 IC#: KW-06018302, Bu1d: 0.22.7.7 DESCRIPTION: RB 1 us Labra a (c) NER A C IN 1983-2022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -,.cv:-=ec:cra:uTnn:rr.,m=um=------------.-..0.----..-,_ n~------------------------ Overall MINimum 0.594 0.594 D Only 0.594 0.594 +D+L 1.188 1.188 +D+0. 750L 1.039 1.039 +0.60D 0.356 0.356 L Only 0.594 0.594 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: ProJect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 UC#: KW-06018302, Bulld:20.22.7.7 Luis Labrada DESCRIPTION: RB2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fb- Fc-Prtl Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.21 L 0.21 4x10 Span= 8.50 n Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksl Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.210, L = 0.210, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.869 1 Maximum Shear Stress Ratio = 0.401 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 911.96psi fv: Actual = 68.21 psi Fb: Allowable = 1,050.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250fl Location of maximum on span = 0.000 fl Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.083 in Ratio= 1233>=360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.165 in Ratio= 616>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0<240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax Slress Ratios fieai'Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 8.50 fl 1 0.483 0.223 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.90 455.98 945.00 0.74 34.11 153.00 +D+L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8. 50 fl 1 0.869 0.401 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.79 911.96 1050.00 1.47 68.21 170.00 +D+0.750L 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 fl 1 0.608 0.281 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.32 797.97 1312.50 1.29 59.69 212.50 +0.600 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 fl 1 0.163 0.075 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.14 273.59 1680.00 0.44 20.46 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Def! Location In Span +D+L 1 0.1653 4.281 0.0000 0.000 Wood Beam L #: KW--06018302, uild:20.22.7.7 DESCRIPTION: RB2 Vertical Reactions Load Combination vera ,mum Overall MINimum D Only +D+L +D+0.750L +0.60D LOnly Support 1 .7 0.893 0.893 1.785 1.562 0.536 0.893 Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c)ENERCALC INC 1983-2022 Support notation : Far left is #1 Support 2 0.893 0.893 1.785 1.562 0.536 0.893 Values in KIPS Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 Wood Beam UC#: K -06018302, Build:20.22.7.7 DESCRIPTION: RB3 Luis Labrada Project File: Chlnquapln Avenue Residence 080122.ec6 (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 875.0psi 875.0psi 600.0psi 625.0psl 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fc-Pr11 Douglas Fir-Larch Fe -Perp No.2 Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.16 L 0.16 6x14 Span = 11.50 ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.160, L = 0.160 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.434 1 Maximum Shear Stress Ratio = 0.177:1 Section used for this span 6x14 Section used for this span 6x14 lb: Actual = 379.98psi fv: Actual = 30.12 psi Fb: Allowable = 875.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.750ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.043 in Ratio= 3194 >=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.086 in Ratio= 1597 >=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination ax lress a OS fiear'ii'alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 11 .50 ft 1 0.241 0.098 0.90 0.987 1.00 1.00 1.00 1.00 1.00 2.65 189.99 787.50 0.75 15.06 153.00 +D+L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 0.434 0.177 1.00 0.987 1.00 1.00 1.00 1.00 1.00 5.29 379.98 875.00 1.49 30.12 170.00 +D+0.750L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.304 0.124 1.25 0.987 1.00 1.00 1.00 1.00 1.00 4.63 332.48 1093.75 1.30 26.35 212.50 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.50 ft 1 0.081 0.033 1.60 0.987 1.00 1.00 1.00 1.00 1.00 1.59 113.99 1400.00 0.45 9.04 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.0864 5.792 0.0000 0.000 Wood Beam UC#: -06018302, Build:20.22.7.7 DESCRIPTION: RB3 Vertical Reactions Load Combination vera ,mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Luis La ra a Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.920 0.920 1.840 1.610 0.552 0.920 0.920 0.920 1.840 1.610 0.552 0.920 Project Title: Engineer: Project ID: Project Descr: Wood Beam Chinquapin Avenue Residence RC 22L1544 LIC#: KW-06018302, Bulld:20.22.7.7 DESCRIPTION: RB4 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 875.0 psi 875.0 psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Beam is Fully Braced against lateral-torsional buckling 0(1) L(1) Fb • Fc-Pr11 Fe-Perp Fv Ft 6x12 Span= 14.50 ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 1.0, L = 1.0 k@6.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.814 1 Section used for this span 6x12 fb: Actual = 712.05psi Fb: Allowable = 875.00psi Load Combination +D+L Location of maximum on span = 6.774ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.121 in Ratio= Max Upward Transient Deflection Qin Ratio= Max Downward Total Deflection 0.242 in Ratio= Max Upward Total Deflection Qin Ratio= Maximum Forces & Stresses for Load Combinations Load Combination rillax Stress Ra!los Segment Length Span# M V Cd CFN Cj Cr DOnly Length= 14.50 ft 1 0.452 0.083 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 14.50 ft 1 0.814 0.149 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 14.50 ft 1 0.570 0.104 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length= 14.50 ft 1 0.153 0.028 1.60 1.000 1.00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1437>=360 Span: 1 : L Only 0 <360 n/a 718>=240 Span: 1 : +D+L 0 <240 n/a Cm Ct CL 1.00 1.00 1.00 3.60 356.02 1.00 1.00 1.00 1.00 1.00 1.00 7.19 712.05 1.00 1.00 1.00 1.00 1.00 1.00 6.29 623.04 1.00 1.00 1.00 1.00 1.00 1.00 2.16 213.61 Load Combination Span Max. "·" Deft Location in Span Load Combination +D+L 1 0.2420 7.091 Design OK = 0.149:1 6x12 = 25.35 psi = 170.00 psi +D+L = 0.000ft = Span# 1 neiifvaru~ F'b V fv F'v 0.00 0.00 0.00 0.00 787.50 0.53 12.68 153.00 0.00 0.00 0.00 0.00 875.00 1.07 25.35 170.00 0.00 0.00 0.00 0.00 1093.75 0.94 22.18 212.50 0.00 0.00 0.00 0.00 1400.00 0.32 7.61 272.00 Max."+" Def! Location in Span 0.0000 0.000 Wood Beam Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 UC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB4 Luis abrade (c) NERCAL INC 1983-2022 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAA''"'im""'u"""m ____________ 1,....0"'6""9.------..0".9""3..,..1 ______________________ _ Overall MINimum 0.534 0.466 D Only 0.534 0.466 +D+L 1.069 0.931 +D+0.750L 0.935 0.815 +0.600 0.321 0.279 L Only 0.534 0.466 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LIC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB5 CODE REFERENCES Luis Labrada Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENER ALC INC 1983-202 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - Fc-Prtl 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch Fe -Perp No.1 Fv Ft Beam Is Fully Braced against lateral-torsional buckling 6x12 Span= 14.0 n Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.20, L = 0.20 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.719 1 Maximum Shear Stress Ratio = 0.339: 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 970.06psi fv: Actual = 57.68 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 13.080 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.156 in Ratio = 1077>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.312 in Ratio= 538>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination FiearValues Segment Length Span# CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.399 0.188 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.90 485.03 1215.00 1.22 28.84 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.719 0.339 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.80 970.06 1350.00 2.43 57.68 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.503 0.238 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.58 848.81 1687.50 2.13 50.47 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 Length= 14.0 ft 1 0.135 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.94 291 .02 2160.00 0.73 17.30 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Def! Location in Span Load Combination Max."+" Def! Location in Span +D+L 1 0.3118 7.051 0.0000 0.000 Wood Beam LIC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB5 Vertical Reactions Load Combination vera ,mum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 uis Labrada (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.400 1.400 2.800 2.450 0.840 1.400 1.400 1.400 2.800 2.450 0.840 1.400 Wood Beam LI #: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB6 CODE REFERENCES Project Title: EnQineer: Proiect ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCAL IN 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 2400psi 1850 psi 1650 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing DF/DF 24F-V4 Completely Unbraced Fc -Pr11 Fe -Perp Fv Ft 650psi 265psi 1100 psi Ebend-xx 1800 ksi Eminbend -xx 950ksi Ebend-yy 1600ksi Eminbend -yy 850ksi Density 31.21 pcf 0(1.7) L(1.7) D 0.16 L 0.16 5.5x27 Span= 29.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.160, L = 0.160 , Tributary Width = 1.0 ft Point Load : D = 1.70, L = 1.70 k@23.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.46Q 1 Maximum Shear Stress Ratio Section used for this span 5.5x27 Section used for this span fb: Actual = 801.13psi fv: Actual Fb: Allowable = 1,740.58psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 16.723ft Location of maximum on span Span# where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.212 in Ratio= 1641 >=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio" 0 <360 n/a Max Downward Total Deflection 0.424 in Ratio= 820 >=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V Ci Cr Cm Ct CL DOnly Length= 29.0 ft 1 0.239 0.140 0.90 0.887 1.00 1.00 1.00 1.00 0.78 22.31 400.57 +D+L 0.887 1.00 1.00 1.00 1.00 0.78 Length = 29.0 ft 1 0.460 0.253 1.00 0.887 1.00 1.00 1.00 1.00 0.73 44.61 801 .13 +D+0.750L 0.887 1.00 1.00 1.00 1.00 0.73 Length= 29.0 ft 1 0.384 0.177 1.25 0.887 1.00 1.00 1.00 1.00 0.61 39.04 700.99 +0.600 0.887 1.00 1.00 1.00 1.00 0.61 Length = 29.0 ft 1 0.128 0.047 1.60 0.887 1.00 1.00 1.00 1.00 0.49 13.38 240.34 Overall Maximum Deflections Load Combination Span Max. "·" Defl Location in Span Load Combination +D+L 0.4241 15.029 Design OK = 0.253: 1 5.5x27 = 66.92 psi = 265.00psi +D+L = 26.777ft = Span# 1 hear 'iTa ues F'b V fv F'v 0.00 0.00 0.00 0.00 1678.11 3.31 33.46 238.50 0.00 0.00 0.00 0.00 1740.58 6.63 66.92 265.00 0.00 0.00 0.00 0.00 1827.79 5.80 58.56 331.25 0.00 0.00 0.00 0.00 1880.11 1.99 20.08 424.00 Max. "+" Defl Location in Span 0.0000 0.000 Wood Beam LIC#: KW-06018302, Buil :20.22.7.7 DESCRIPTION: RBS Vertical Reactions Load Combination Overall MAXlmum Overall MINimum D Only +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Projed File: Chinquapin Avenue Residence 080122.ec6 Luis abra a 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 s.343 n ·....------------------------- 2.612 3.668 2.672 3.668 5.343 7.337 4.676 6.419 1.603 2.201 2.672 3.668 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: ProJect Descr: 22L1544 Wood Beam Project File: Chlnquapin Avenue Residence 080122.ec6 LI #: KW-06018302, Bui :20.22.7.7 DESCRIPTION: RB7 CODE REFERENCES Luis Labrada Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties (c) ENER ALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 750psi 750psi 700psi 625psi 170 psi 475psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc -Pr11 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling " D(0.165~L(0.165) 6x14 Span• 14.0 rt Ebend-xx 1300 ksi Eminbend -xx 470ksi Density 31.21 pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1650, L = 0.1650 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.774 1 Maximum Shear Stress Ratio Section used for this span 6x14 Section used for this span fb: Actual = 580.74psi fv: Actual Fb: Allowable = 750.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.098 in Ratio= 1716>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 nla Max Downward Total Deflection 0.196 in Ratio = 858>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# V Ci Cr Cm Ct CL DOnly Length= 14.0 ft 1 0.430 0.128 0.90 0.987 1.00 1.00 1.00 1.00 1.00 4.04 290.37 +D+L 0.987 1.00 1.00 1.00 1.00 1.00 Length= 14.0 fl 1 0.774 0.230 1.00 0.987 1.00 1.00 1.00 1.00 1.00 8.09 580.74 +D+0.750L 0.987 1.00 1.00 1.00 1.00 1.00 Length = 14.0 fl 1 0.542 0.161 1.25 0.987 1.00 1.00 1.00 1.00 1.00 7.07 508.15 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 Length = 14.0 ft 1 0.145 0.043 1.60 0.987 1.00 1.00 1.00 1.00 1.00 2.43 174.22 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination +D+L 1 0.1957 7.051 = = = = = F'b 0.00 675.00 0.00 750.00 0.00 937.50 0.00 1200.00 Design OK 0.230: 1 6x14 39.17 psi 170.00 psi +D+L 12.876 ft Span# 1 nearVaues V fv F'v 0.00 0.00 0.00 0.97 19.59 153.00 0.00 0.00 0.00 1.94 39.17 170.00 0.00 0.00 0.00 1.70 34.28 212.50 0.00 0.00 0.00 0.58 11.75 272.00 Max. "+" Dell Location in Span 0.0000 0.000 Wood Beam LI #: KW-06018302, Builp:20.22.7.7 DESCRIPTION: RB? Vertical Reactions Load Combination vera ,mum Overall MINimum D Only +D+L +D+0.750L +0.60D LOnly Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC INC-1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.155 1.155 2.310 2.021 0.693 1.155 1.155 1.155 2.310 2.021 0.693 1.155 Wood Beam Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 LI #: kW-06018302, Build:20.22.7.7 DESCRIPTION: RBS Luis Labrada CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb+ Fb - Fc-Pr11 Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(1.15) L(1.15) 6x12 Span z 15.0 ft 1200 psi 1200psi 1000 psi 625psi 170 psi 825 psi E : Modulus of Elasticity Ebend-xx 1600 ksi Eminbend -xx 580ksl Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load: D = 1.150, L = 1.150 k@7.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.711: 1 Section used for this span 6x12 fb: Actual = 853.75psi Fb: Allowable = 1,200.00psi Load Combination +D+L Location of maximum on span = 7.500ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.126 in Ratio= Max Upward Transient Deflection 0 in Ratio= Max Downward Total Deflection 0.252 in Ratio= Max Upward Total Deflection 0 In Ratio= Maximum Forces & Stresses for Load Combinations Load Combination lli'lax Stress Ra os Segment Length Span# M V Cd CFN Ci Cr DOnly Length= 15.0 ft 1 0.395 0.089 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 15.0 ft 1 0.711 0.160 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 15.0 ft 1 0.498 0.112 1.25 1.000 1.00 1.00 +0.60D 1.000 1.00 1.00 Length = 15.0 ft 1 0.133 0.030 1.60 1.000 1,00 1.00 Overall Maximum Deflections Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1428>=360 Span: 1 : L Only 0 <360 n/a 714 >=240 Span: 1 : +D+L 0 <240 nfa Cm Ct CL M 1.00 1.00 1.00 4.31 426.88 1.00 1.00 1.00 1.00 1.00 1.00 8.62 853.75 1.00 1.00 1.00 1.00 1.00 1.00 7.55 747.04 1.00 1.00 1.00 1.00 1.00 1.00 2.59 256.13 Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L 1 0.2519 7.500 Design OK = 0.160: 1 6x12 = 27.27 psi = 170.00 psi +D+L = 0.000ft = Span# 1 Fiear '7alues F'b V fv F'v 0.00 0.00 0.00 0.00 1080.00 0.58 13.64 153.00 0.00 0.00 0.00 0.00 1200.00 1.15 27.27 170.00 0.00 0.00 0.00 0.00 1500.00 1.01 23.86 212.50 0.00 0.00 0.00 0.00 1920.00 0.35 8.18 272.00 Max. "+" Defl Location in Span 0.0000 0.000 Wood Beam LI #: -06018302, Build:20.22.7.7 DESCRIPTION: RB8 Vertical Reactions Load Combination -Overa Imum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 . ~~-~------------------------ 0.575 0.575 0.575 0.575 1.150 1.150 1.006 1.006 0.345 0.345 0.575 0.575 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Project Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LIC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB9 CODE REFERENCES Luis Labrada Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENERCALC IN 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb- 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fc -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.08 L 0.08 6x12 Span = 13.0 ft Ebend-xx 1,300.0 ksi Eminbend -xx 470.0ksi Density 31 .210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.080, L = 0.080 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.382 1 Maximum Shear Stress Ratio = 0.124: 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 334.57psi fv: Actual = 21.06 psi Fb: Allowable = 875.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.500ft Location of maximum on span = 12.051 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio= 2733 >=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.114 in Ratio= 1366>=240 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax Slress Ra 10s omen! Values Sfiear Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.212 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.69 167.29 787.50 0.44 10.53 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.382 0.124 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.38 334.57 875.00 0.89 21.06 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.268 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.96 292.75 1093.75 0.78 18.43 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.072 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 100.37 1400.00 0.27 6.32 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span +D+L 1 0.1141 6.547 0.0000 0.000 Wood Beam LI #: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB9 Vertical Reactions Load Combination Overall Imum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: ProJect Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ecS (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 .040 1.04 0.520 0.520 0.520 0.520 1.040 1.040 0.910 0.910 0.312 0.312 0.520 0.520 Project Title: EnQineer: Chinquapin Avenue Residence RC Pro1ect ID: ProJect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LI -06018302, Bui d:20.22.7.7 Luis Labrada DESCRIPTION: RB10 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fc -Prll iLevel Truss Joist Fe -Perp Parallam PSL 2.0E Fv Ft Beam is Fully Braced against lateral-torsional buckling 0(4) l.(4) 5.2Sx14.0 Span• 12.50 ft 750psi 290psi 2025psi Ebend-xx 2000 ksi Eminbend -xx 1016.535ksl Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 4 .0, L = 4.0 k @ 6.250 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.603 1 Section used for this span 5.25x14.0 fb: Actual = 1,749.27psi Fb: Allowable = 2,900.00psi Load Combination +D+L Location of maximum on span = 6.250ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.118 in Ratio= Max Upward Transient Deflection 0 in Ratio= Max Downward Total Deflection 0.236 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination ax Stress Ratios Segment Length Span# M V Cd CFN Ci Cr DOnly Length = 12 .50 ft 1 0.335 0.156 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length= 12.50 ft 0.603 0.281 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 12 .50 ft 1 0.422 0.197 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Length = 12 .50 ft 1 0.113 0.053 1.60 1.000 1.00 1.00 Overall Maximum Deflections Design OK Maximum Shear Stress Ratio = 0.281 : 1 Section used for this span 5.25x14.0 fv: Actual = 81.63 psi Fv: Allowable = 290.00psi Load Combination +D+L Locatlon of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 1273>=360 Span: 1 : L Only 0 <360 n/a 636>=240 Span: 1 : +D+L 0 <240 nla neafVaues Cm Ct CL F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 12.50 874.64 2610.00 2.00 40.82 261.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 25.00 1,749.27 2900.00 4.00 81.63 290.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 21.88 1,530.61 3625.00 3.50 71.43 362.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 7.50 524.78 4640.00 1.20 24.49 464.00 Load Combination Span Max. "-" Dell Location in Span Load Combination Max."+" Defl Location In Span +D+L 1 0.2356 6.250 0.0000 0.000 Wood Beam LIC#: KW-06018302, Build: .22.7.7 DESCRIPTION: RB10 Vertical Reactions Load Combination Overall 1rnurn Overall MINirnurn D Only +D+l +D+0.750l +0.60D L Only Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 Lui& abra a (c) ENER AL INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 4. ~_,4'. =0------------------------ 2.000 2.000 2.000 2.000 4.000 4.000 3.500 3.500 1.200 1.200 2.000 2.000 LAMAR Engineering Project Title: Chinquapin Avenue Residence Engineer: RC 809 Bowsprit Road, Ste 105, Chula Vista, CA 91914 www.lamareng.com Project ID: 22L 1544 ProJect Descr: Wood Beam Printed: 5 AUG 2022, 2:17PM 1Rhlnquapin Avenue Residence 080122. opy. Software copyright ENERCALC, INC. 1983-2020, Bulld:12.20.8.24 1 .11• ♦ DESCRIPTION: RB11 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb • Fe· Prll Wood Species : ilevel Truss Joist Fe· Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v D{0.277i L(0.37) 3.5x11.875 Span = 8.0 fl 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend • XX 1,016.54ksl Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2770, L = 0.370 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.26Q 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.875 Section used for this span fb: Actual = 755.08psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 4.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio= 2734>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.061 in Ratio= 1563>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb DOnly Length = 8.0 fl 0.124 0.116 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.22 323.27 -+0-+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 fl 0.260 0.244 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.18 755.08 +O-t-0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 fl 0.179 0.168 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.44 647.13 -t-0.60O 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 fl 1 0.042 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.33 193.96 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination -+0-+l 1 0.0614 4.029 = = = = = F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 4640.00 Design OK 0.244: 1 3.5x11.875 70.90 psi 290.00 psi +D+l 7.036ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 0.84 30.36 261.00 0.00 0.00 0.00 1.96 70.90 290.00 0.00 0.00 0.00 1.68 60.77 362.50 0.00 0.00 0.00 0.50 18.21 464.00 Max.'+' Deft Location in Span 0.0000 0.000 Wood Beam ,.,,. : DESCRIPTION: RB11 Vertical Reactions Load Combination Overall MAXlmum Overall MINimum DOnly ..0-+l +0-+0.750L -+-0.60D LOnly LAMAR Engineering 809 Bowsprit Road, Ste 105, Chula Vista, CA 91914 www.lamareng.com Project Title: Chinquapin Avenue Residence Engineer: RC Project ID: 22L 1544 Project Descr: Printed: 5 AUG 2022, 2:17PM 1 e: hinquapin Avenue Residence 080122-=-i opy. Sollware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Values in KIPS Support 1 2.588 1.480 1.108 2.588 2.218 0.665 1.480 Support2 2.5 1.480 1.108 2.588 2.218 0.665 1.480 Wood Beam IC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB12 CODE REFERENCES Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Luis Labrada Project File: Chinquapin Avenue Residence 080122.ecG (c) ENERCALC INC 1983-2022 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.0E Fb + Fb- Fc -Pr11 Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.165 L 0.1 3.5x14.0 Span= 16.0 ft 2900psi 2900psi 2900psi 750psi 290psi 2025psi E : Modulus of Elasticity Ebend-xx 2000 ksi Eminbend -xx 1016.535ksi Density 45.07pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1650, L = 0.10 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.307. 1 Maximum Shear Stress Ratio = Section used for this span 3.5x14.0 Section used for this span fb: Actual = 890.03psi fv: Actual = Fb: Allowable = 2,900.00psi Fv: Allowable = Load Combination +D+L Load Combination Location of maximum on span = 8.000ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span# where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 2072 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 nla Max Downward Total Defledion 0.246 in Ratio= 781 >=240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cm CI CL F'b DOnly 0.00 Length = 16.0 ft 1 0.212 0.133 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.28 554.17 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 16.0 ft 1 0.307 0.193 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.48 890.03 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length= 16.0 ft 1 0.222 0.140 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.68 806.06 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 16.0 ft 1 0.072 0.045 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.17 332.50 4640.00 Overall Maximum Deflections Design OK 0.193: 1 3.5x14.0 55.90 psi 290.00 psi +D+L 14.891 ft Span# 1 nearValues V fv F'v 0.00 0.00 0.00 1.14 34.80 261 .00 0.00 0.00 0.00 1.83 55.90 290.00 0.00 0.00 0.00 1.65 50.62 362.50 0.00 0.00 0.00 0.68 20.88 464.00 Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2455 8.058 0.0000 0.000 Wood Beam L C#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB12 Vertical Reactions Load Combination "Overa 1mum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Project Title: Engineer: ProJect ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 Luis Labrada (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.800 1.320 2.120 1.920 0.792 0.800 0.800 1.320 2.120 1.920 0.792 0.800 Project Title: Engineer: Project ID: Project Descr: Wood Beam Chinquapin Avenue Residence RC 22L1544 LIC#: KW-06018302, Bulld:20.22.7.7 DESCRIPTION: RB13 Luis Labra a Project File: Chinquapin Avenue Residence 080122.ec6 (c) ENERCAL IN 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb+ Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.16 L 0.16 6x14 Span,. 13.0 n 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksl Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.160, L = 0.160 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.555: 1 Maximum Shear Stress Ratio = 0.206: 1 Section used for this span 6x14 Section used for this span 6x14 fb: Actual = 485.57psi fv: Actual = 34.97 psi Fb: Allowable = 875.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.500ft Location of maximum on span = 11.909ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0 .071 in Ratio= 2211 >=360 Span: 1 : L Only Max Upward Transient Deflection Q in Ratio= 0 <360 n/a Max Downward Total Deflection 0 .141 in Ratio= 1105>=240 Span: 1 : +D+L Max Upward Total Deflection Q in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination tress a10s hearVa~ Segment Length Span# V Cd CFN Ci Cr Cm Ct CL F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.308 0.114 0.90 0.987 1.00 1.00 1.00 1.00 1.00 3.38 242.78 787.50 0.87 17.48 153.00 +D+L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.555 0.206 1.00 0.987 1.00 1.00 1.00 1.00 1.00 6.76 485.57 875.00 1.73 34.97 170.00 +D+0.750L 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.388 0.144 1.25 0.987 1.00 1.00 1.00 1.00 1.00 5.92 424.87 1093.75 1.51 30.60 212.50 +0.600 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.0 ft 1 0.104 0.039 1.60 0.987 1.00 1.00 1.00 1.00 1.00 2.03 145.67 1400.00 0.52 10.49 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1411 6.547 0.0000 0.000 Wood Beam LIC#: KW-06018302, Build:20.22.7.7 DESCRIPTION: RB13 Vertical Reactions Load Combination vera I Imum Overall MINimum D Only +D+L +D+0.750L +0.60D L Only Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 Luis La rada Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.040 1.040 2.080 1.820 0.624 1.040 1.040 1.040 2.080 1.820 0.624 1.040 Wood Beam Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ecG LIC#: -06018302, Build:20.22.7.7 Luis Labrada DESCRIPTION: RB14 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb- Fc -Pr11 Fe -Perp Fv Ft 1,350.0psi 1,350.0psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0.8) L(0.8) 6x12 Span 2 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load : D = 0.80, L = 0.80 k@ 7.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.424 1 Section used for this span 6x12 fb: Actual = 572.24psi Fb: Allowable = 1,350.00psi Load Combination +D+L Location of maximum on span = 6.985ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.079 in Ratio= Max Upward Transient Deflection O in Ratio= Max Downward Total Deflection 0.158 in Ratio= Max Upward Total Deflection O in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination l'ii1axS!ress a OS Segment Length Span# M V Cd CFN C i Cr DOnly Length = 14.50 ft 1 0.235 0.064 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length= 14.50 ft 1 0.424 0.115 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length= 14.50 ft 1 0.297 0.081 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Design OK Maximum Shear Stress Ratio = 0.115: 1 Section used for this span 6x12 fv: Actual = 19.63 psi Fv: Allowable = 170.00 psi Load Combination +D+L Location of maximum on span = 0.000ft Span # where maximum occurs = Span# 1 2201 >=360 Span: 1 : L Only 0 <360 n/a 1100 >=240 Span: 1 : +D+L 0 <240 n/a omen! Values Sfiear Values Cm Ct CL M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 2.89 286.12 1215.00 0.41 9.81 153.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.78 572.24 1350.00 0.83 19.63 170.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 5.06 500.71 1687.50 0.72 17.17 212.50 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.079 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.73 171.67 2160.00 0.25 5.89 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location in Span +D+L 1 0.1581 7.197 0.0000 0.000 Wood Beam IC#: -06018302, Bui d:20.22.7.7 DESCRIPTION: RB14 Vertical Reactions Load Combination vera ,mum Overall MINimum D Only +D+L +D+0.750L +0.600 L Only Support 1 0. 0.414 0.414 0.828 0.724 0.248 0.414 Project Title: Engineer: Project ID: Proiect Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 Luis Labrada Support notation : Far left is #1 Support 2 .7 0.386 0.386 0.772 0.676 0.232 0.386 (c) ENER ALC INC 1983-2022 Values in KIPS Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Project Descr: 22L1 544 Wood Beam Project File: Chinquapin Avenue Residence 080122.ec6 LC#: KW-060 8302, Build:20.22.7.7 DESCRIPTION: RB15 CODE REFERENCES Luis Labrada Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch No.2 Fb - Fe-Prtl Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.08 L 0.08 6x12 Span = 13.0 It Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.080, L = 0.080 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.382 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 334.57psi fv: Actual Fb: Allowable = 875.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 6.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.057 in Ratio= 2733>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.114 in Ratio= 1366>=240 Span: 1 : +D+l Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CFN Ci Cr Cm Ct CL DOnly Length = 13.0 ft 1 0.212 0.069 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.69 167.29 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.382 0.124 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.38 334.57 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.268 0.087 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.96 292.75 +0,600 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.072 0.023 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.01 100.37 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination +D+L 1 0.1141 6.547 = = = = = F'b 0.00 787.50 0.00 875.00 0.00 1093.75 0.00 1400.00 Design OK V 0.00 0.44 0.00 0.89 0.00 0.78 0.00 0.27 0.124: 1 6x12 21.06 psi 170.00 psi +D+L 12.051 ft Span# 1 fiear\Jalues fv F'v 0.00 0.00 10.53 153.00 0.00 0.00 21.06 170.00 0.00 0.00 18.43 212.50 0.00 0.00 6.32 272.00 Max. "+" Dell Location in Span 0.0000 0.000 Wood Beam LIC#: KW-06018302, Bulld:20.22.7.7 DESCRIPTION: RB15 Vertical Reactions Load Combination Overall MAx1mum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Project Title: Engineer: Project ID: Project Descr: Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence 080122.ec6 Luis Labrada (c) EN RCA C IN 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 1.040 0.520 0.520 1.040 0.910 0.312 0.520 0.520 0.520 1.040 0.910 0.312 0.520 - Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Proiect Descr: 22L1544 Project File: Chinquapin Avenue Residence.ec:6 -06018302, Build:20.22.5.16 DESCRIPTION: LF81 CODE REFERENCES Luis a ra a Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties 1983-202 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb + Fb - 875.0psi 875.0psi 600.0psi 625.0psi 170.0 psi 425.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-larch No.2 Fe-Pr11 Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.12 0.32 6x10 Span• 7.0 ti Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.120, L = 0.320 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.447: 1 Maximum Shear Stress Ratio = 0.203: 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 390.91 psi fv: Actual = 34.53 psi Fb: Allowable = 875.00psi Fv: Allowable = 170.00 psi Load Combination +D+l Load Combination +D+L Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2467 >=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.047 in Ratio= 1794>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination llllomen a ues Segment Length Span# Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.135 0.062 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.74 106.61 787.50 0.33 9.42 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .0 ft 1 0.447 0.203 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.70 390.91 875.00 1.20 34.53 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 7.0 ft 1 0.292 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.21 319.84 1093.75 0.98 28.25 212.50 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 7 .0 ft 0.046 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.44 63.97 1400.00 0.20 5.65 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max."+" Defl Location In Span +D+L 1 0.0468 3.526 0.0000 0.000 Wood Beam IC# : KW-06018302, Bulld:20.22.5.16 DESCRIPTION: LFB1 Vertical Reactions Load Combination Overall MAXlmum Overall MINimum DOnly +D+L +D+0.750L +0.600 LOnly Support 1 1. 1.120 0.420 1.540 1.260 0.252 1.120 Project Title: Engineer: ProJect ID: ProJect Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chlnquapin Avenue Residence.ec6 (c) ENERCALC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 2 1.120 0.420 1.540 1.260 0.252 1.120 Project Title: Engineer: Project ID: Project Descr: Wood Beam Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 LIC#: KW-06018302, Buitd:20.22.5.16 DESCRIPTION: LFB2 Luis Labrada CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch No.1 Fb + Fb - Fe-Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.15 L 0.4 6x10 Span% 10.0 n 1350psi 1350 psi 925 psi 625psi 170 psi 675psi E : Modulus of Elasticity Ebend-xx 1600ksi Eminbend • xx 580ksl Density 31.21 pcf l Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.150, L = 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.739 1 Section used for this span 6x10 fb: Actual = 997.23psi Fb: Allowable = 1,350.00psi Load Combination +D+L Location of maximum on span = 5.000ft Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.144 in Ratio= Max Upward Transient Deflection Qin Ratio= Max Downward Total Deflection 0.198 in Ratio= Max Upward Total Deflection Qin Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rallos Segment Length Span# M V Cd CFN Ci Cr DOnly Length = 10.0 ft 1 0.224 0.119 0.90 1.000 1.00 1.00 +D+L 1.000 1.00 1.00 Length = 10.0 ft 1 0.739 0.393 1.00 1.000 1.00 1.00 +D+0.750L 1.000 1.00 1.00 Length = 10.0 ft 1 0.484 0.257 1.25 1.000 1.00 1.00 +0.600 1.000 1.00 1.00 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span# where maximum occurs 833>=360 Span: 1 : L Only 0 <360 n/a 606>=240 Span: 1 : +D+L 0 <240 n/a Cm Ct CL 1.00 1.00 1.00 1.88 271 .97 1.00 1.00 1.00 1.00 1.00 1.00 6.88 997.23 1.00 1.00 1.00 1.00 1.00 1.00 5.63 81 5.92 1.00 1.00 1.00 = = = = = F'b 0.00 1215.00 0.00 1350.00 0.00 1687.50 0.00 Design OK 0.393 : 1 6x10 66.85 psi 170.00 psi +D+L 0.000ft Span# 1 ~ V fv F'v 0.00 0.00 0.00 0.64 18.23 153.00 0.00 0.00 0.00 2.33 66.85 170.00 0.00 0.00 0.00 1.91 54.69 212.50 0.00 0.00 0.00 Length = 10.0 ft 1 0.076 0.040 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 163.18 2160.00 0.38 10.94 272.00 Overall Maximum Deflections Load Combination Span Max. "." Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L 0.1980 5.036 0.0000 0.000 Wood Beam LI #: KW-06018302, Buttd:20.22.5.16 DESCRIPTION: LFB2 Vertical Reactions Load Combination Overali Imum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly 2.000 0.750 2,750 2.250 0.450 2.000 Project Title: En~ineer: ProJect ID: ProJect Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENERCAL.C INC 1983-2022 Support notation : Far left is #1 Values In KIPS Support 2 2.000 0.750 2.750 2.250 0.450 2.000 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: Project Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence.ec6 IC#: KW--06018302, Bund:20.22.5.16 DESCRIPTION: LDB1 CODE REFERENCES Luis abra a Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) EN RCALC INC 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ Fb- 1,350.0 psi 1,350.0 psi 925.0psi 625.0psl 170.0psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fc -Prll Douglas Fir-Larch Fe -Perp No.1 Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.09 L 0.36 6x10 Span "' 12.50 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.090, L = 0.360 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.944 1 Maximum Shear Stress Ratio = 0.416: 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 1,274.87 psi fv: Actual = 70.72 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.250ft Location of maximum on span = 11.724ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.316 in Ratio= 474 >=360 Span: 1 : L Only Max Upward Transient Deflection Qin Ratio= 0 <360 n/a Max Downward Total Deflection 0.395 in Ratio= 379 >=240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination axS!ress a OS ~ Segment Length Span# M V Cd CFN C1 Cr Cm Ct CL fb F'b V fv F'v DOnly 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.210 0.092 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.76 254.97 1215.00 0.49 14.14 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.50 ft 1 0.944 0.416 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.79 1,274.87 1350.00 2.46 70.72 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12 .50 ft 0.604 0.266 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.03 1,019.89 1687.50 1.97 56.58 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.50 ft 1 0.071 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.05 152.98 2160.00 0.30 8.49 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3954 6.296 0.0000 0.000 Wood Beam LIC : KW-06018302, Build:20.22.5.16 DESCRIPTION: LDB1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+0.750L +0.60D L Only Project Title: Engineer: Project ID: ProJect Descr: Luis Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENERCALC INC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.813 2. 2.250 2.250 0.563 0.563 2.813 2.813 2.250 2.250 0.338 0.338 2.250 2.250 Project Title: Engineer: Chinquapin Avenue Residence RC Project ID: ProJect Descr: 22L1544 Wood Beam Project File: Chinquapin Avenue Residence.ec6 IC#: -06018302, Build:2 .22.5.16 Luis Labrada DESCRIPTION: LDB2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties (c) ENERCAL I 1983-2022 Analysis Method : Allowable Stress Design Load Combination : ASCE 7-16 Fb+ 1,350.0psi 1,350.0psi 925.0psi 625.0psi 170.0 psi 675.0psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Fb - Fe -Prtl Douglas Fir-Larch Fe -Perp ~-1 ~ Ft Beam is Fully Braced against lateral-torsional buckling D(0.105J L(0.42) 6x10 Span• 11.011 Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT Internally calculated and added Uniform Load : D = 0.1050, L = 0.420 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.853 1 Maximum Shear Stress Ratio = 0.420: 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 1,151 .80psi fv: Actual = 71.40 psi Fb: Allowable = 1,350.00psi Fv: Allowable = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.500ft Location of maximum on span = 10.237ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.221 in Ratio= 596>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.277 in Ratio= 477>=240 Span: 1 : +D+L Max Upward Total Deflection O in Ratio= 0 <240 nla Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral10s Momeni 'ii'alues Sfiear 'ii'alues Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.190 0.093 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.59 230.36 1215.00 0.50 14.28 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.853 0.420 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.94 1,151.80 1350.00 2.49 71.40 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.546 0.269 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.35 921.44 1687.50 1.99 57.12 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11 .0 ft 1 0.064 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.95 138.22 2160.00 0.30 8.57 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2767 5.540 0.0000 0.000 Wood Beam LIC#: KW-06018302, Build:20.22.5.16 DESCRIPTION: LDB2 Vertical Reactions Load Combination OVeralT MAX1mum Overall MINimum D Only +D+L +D+0.750L +0.600 LOnly Project Title: Engineer: Project ID: Proiect Descr: LUIS Labrada Chinquapin Avenue Residence RC 22L1544 Project File: Chinquapin Avenue Residence.ec6 (c) ENERCALCINC 1983-2022 Support notation : Far left is #1 Values in KIPS Support 1 Support 2 2.888 rn·,..------------------------- 2.310 2.310 0.578 0.578 2.888 2.888 2.310 2.310 0.347 0.347 2.310 2.310 MEMBER REPORT Chinquapin Avenue Residence, RJl 1 plece(s) 9 1/2" TJI® 230@ 16" OC Sloped Length: 20' 1 3/8" 12 4j ~.~-------11 18' 6' [il All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deslan Results Actual O loaltlon Allowed ~ LDF Load: Combination (Pa_,.) Member Reaction (lbs) 576@ 2 1/2" 1856 (3.50") Passed (31 %) 1.25 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 560@ 31/2" 1663 Passed (34%) 1.25 1.0 D + 1.0 Lr (All Spans} Moment (Ft·lbs) 2843@9' 4163 Passed (68%) 1.25 1.0 D + 1.0 Lr (All Spans) uve Load Dell. (In} 0.419 @ 9' 6 1/2" 0.984 Passed (L/564) .. 1.0 D + 1.0 Lr (All Spans) Total Load Def!. (In) 0.996 @ 9' 6 1/4" 1.312 Passed (L/237) .. 1.0 D + 1.0 Lr (All Spans) • Deflectlon 01terla: LL (l/240) and 11. (l/180), • Allowed moment does not reflect the adjustment for the beam stability factor, llearing Length Loedl ID Supports (IM) Supports Total AYllllable Reqund Dud Roof' Live Total ~ 1 • 8eYeled Plate • SPF 3.50" 3.50" 1.75" 321 25◄ 575 Bkx:klng 2 • 8eYeled Plate • SPF 3.50" 3.50" 1.75" 315 25◄ 569 Bloddng • Bkx:klng Panels all! assumed to carry no loads applied dlre:t!y above them and the fUN load Is applied to the member being designed. Lateral Bracing lradng lntemlls Top Edge (Lu) ◄' 5" 0/C Bottom Edge (Lu) 20' 1"0/c •OI joists all! only analyzed using Maximum Allowable bracing solutions. •Maximum anowabie bracing Intervals based on applied load. Com..-11 Vertical Loads loaltlon 5pedng l • Uniform (PSF) 0 to 19' 1" 16" 2 -Point (lb) 9' N/A w-erhaeuser Notes Dud Rool'Llve (G.90) c-:1.2S> eomn-ts 20.0 20.0 Default Load 100 PASSED Member Lenoth : 20' ◄ 9/16" system : Roof Member Type : Joist Bulldlng Use : Residefltlal Building Code : IBC 2015 Design Methodoogy : ASO Member Pitch : ◄/12 Weyerhaeuser warrants that the sizing or Its products will be In acooroance with Weyerllaeuser product design 01ter1a and published design values, Weyerhaeuser expressly disclaims any other wam,nties related to the software. Use ot this software Is not Intended to circumvent the need for a design professional as determined by the author1ty having Jurisdiction. The de51gner cl reaird, builder 0< framer Is responsible to assure that this calculatlon Is compatible with the overall project. Aa:ess0l1es (Rim Boan!, Bloddng Panels and Squash Bkx:ks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestl'y standards, Weyerhaellser Engineered Lumber Products have been evaluated by ICC-ES under evaluatlon reports ESR-1153 and ESR-1387 and/0< tested In aca>rdance with applicable ASTM standards. FOf current oode evaluation reports, Weyemaeuser product literature and Installation details refer to www.weyemaeuser.com/woodproducts/document·llbra,y. The product application, Input design loads, dimensions and support Information have been provided by FO<teWEB Software Operator ForteWEB Software Operator JobN- Ricardo carreras Lamar Engineering (619) 370-9515 n:arreras@lamareng.Clll1l A Weyerhaeuser 6/30/2022 8:05:57 PM l/TC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 File Name: Lamar Engineering Page 1 / 1 ~F.ORlE E +- MEMBER REPORT Chinquapin Avenue Residence, FJ1 1 plece(s) 14" TJI® 230 @ 16" OC Overall Length: 20' 7" PASSED 0--...... ---------------------------l--O I 20' m ~ All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location AIIOwed Member Reaction (lbs) 747@ 2 1/2" 1183 (2.25") Shear (lbs) 733@ 3 1/2" 1945 Moment (Ft-lbs) 3728 @ 10' 3 1/2" 4990 Live Load Defl. (In) 0.366 @ 10' 3 1/2" 0.672 Total Load Defl. {In) 0.503 @ 10' 3 1/2" 1.008 TI-Pro™ Rating 40 40 • Deflection criteria: LL (L/360) and Tl (l./240). , Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis~ the deck has not been perlamed. Aelult LDF Passed (63%) 1.00 Passed (38%) 1.00 Passed (75%) 1.00 Passed (L/661) -- Passed (L/481) -- Passed -- l.olld: Combination (Plltlsn) 1.0 D + 1.0 L {All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD • Detlectlon analysis Is based on oomposlte action wtth a slngle layer~ 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that Is glued and nalled doWn. • Additional considerations for the Tl-Pro'" Rating Include: None. e.rtngl.engtll Lolldl IIO SUpporb (lbs) Supports Total Anllable Required Dud FloorLIYe Total ~ l • Stud wall • SPF 3.50' 2.25" 1.75" 206 549 755 1 1/4" Rim Board 2 • Stud wall • SPF 3.50" 2.25" 1.75" 206 549 755 1 1/4' Rim Board • Rim Board Is assumed to can-y all loads applied directly above It, bypassing the member being designed, Lateral Bracing 8nclng IntarYals Top Edge (Lu) 4' 9' o/C Bottom Edge (Lu) 20' 5" o/C • TJI Joists are only analyzed using Maximum Allowable bracing solutions. ,Maximum aRowabie bradng Intervals based on applied load. c-n-tl Vertical Load Location Speclfl9 1 • Uniform (PSF) 0to20"r 16' w-emaeuser Notes Dud Floor Live (0.,0) (1.00) eom .... ts 15.0 40.0 Default Load Weyemaeuser warr&nts tt,at the sizing of Its products will be In acoordance with Weyerhaeuser product design o1terla and published design values. Weyerhaeuser expressly dlSdalms any other wanantles r&ted to the software. USe ~ this sottware Is not Intended to dl'Cllmvent the need for a design professlonal as determined by the authority having Jurisdiction. The designer~ record, builder or framer Is responsible to assure that this Qlculatlon Is OOfll)atible with the overall project. Ao:essor1eS (Rim Board, BIOcklng Panels and Squash Blod<s) are not designed by this sottware. Products manufactured at Weyerhaeuser fadlltles are third-party certified to sustainable fa'est,y standards. Weyerhaeuser Englneeitd Lumber Products have been evaluated by ICC·ES under evaluatlOn reports ESR-1153 and ESR· 1387 and/or tested In accordance with appllcable A5TM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.ccm/woodproducts/document·llbrary. The product appllcatlon, Input design IOads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator lobN- RlcaroO carreras Lamar Engineering (619) 370-9515 rcarreras@lamareng.ccm Weyerhaeuser 6/24/2022 4:36:35 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 FIie Name: Lamar Engineering Pagel/1 AR ENGINEERING MMMWEW-◄M#MINMMIW#WMM BUILDING DEAD LOAD ROOF DEAD LOAD: Roof= Exterior Walls = Interior Walls= Total Weight= FLOOR DEAD LOAD: Floor= Lower Roof= Exterior Walls Interior Walls = Total Weight = TOT Al DEAD LOAD, Wt = Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 LATERAL LOAD DISTRIBUTION Area Dead Load 966 1ft2 X 20 psf 19320 (WH/2) 134 X 4 X 16 psf 8576 94 X 4 X 7 psf 2626.4 30523 ~ Area ft2 Dead Load X 15 psf 54000 ft2 X 20 psf 17560 Length (WH/2) ' 472 I X 4.5 X 16 psf 42560 330 X 4.5 X 7 psf 13034 127154 157677 lbs lbs lbs lbs lbs lbs lbs lbs lbs lbs R ENGINEERING MMWMIM~•■&IINMM■MiM·MM BUILDING DEAD LOAD ROOF DEAD LOAD: Roof= Exterior Walls = Interior Walls = Total Weight= FLOOR DEAD LOAD: Floor = Exterior Walls Interior Walls= Total Weight = TOTAL DEAD LOAD, Wt= Project: Chinquanpin Avenue Patio Cover By: Luis Labrada P.E. Date: 08-04-2022 LATERAL LOAD DISTRIBUTION Area Dead Load 232 lft2 X 20 psf 4640 (WH/2) 61 I X 4 X 16 psf 3904 43 X 4 X 7 psf 1195.6 9740 Area Dead Load I lft2 X psf 0 Length (WH/2) I X X psf 0 X X psf 0 0 9740 lbs lbs lbs lbs lbs lbs lbs lbs lbs 20/6/22, 11 :38 , U.S. Seismic Design Maps OSHPD Chinquanpin Avenue Residence 1170 Chinquapin Ave, Carlsbad, CA 92008, EE. UU. Latitude, Longitude: 33.1524002, -117.3321972 Starbucks hen~ ppeT ' 9 Technical Field Services St Patrick Catholic Church ' Vonsf ft Edwards Tax & T Financial Services ABCTimeO Home Preschool Y ft Chaney Electric T Carlsbad Electrician 1;.-~ Elan Beachpointe ft Go gle Carlsbad Apartments T 9 Ball Talk Productions 20/6/2022, 11 :38: 13 ~-Oi> <) ,. Map data ©2022 Date Design Code Reference Document Risk Category SlteClaas Type Value Ss 1.055 S1 0.382 SMs 1.266 SM1 null -See Section 11.4.8 Sos 0.844 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 0.464 FPGA 1.2 PGAM 0.557 TL 8 SsRT 1.055 SsUH 1.178 SsD 1.5 S1RT 0.382 S1UH 0.422 510 0.6 PGAd 0.548 CRS 0.895 https://seismicmaps.org ASCE7-16 II D -Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabllistlc risk-targeted ground motion. ( 1.0 second) Factored uniform-hazard (2% probability of exceedance In 50 years) spectral acceleration. Factored detenninlstic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods 1/3 20/6/22, 11 :38 , Type 'CR1 Value 'o'.906 https://seismicmaps.org U.S. Seismic Design Maps Deecrlptlon Mapped value of the risk coefficient at a period of 1 s 2/3 20/6/22, 11 :38 . U.S. Seismic Design Maps DISCLAIMER While the infom,atlon presented on this website is believed to be correct, ,§!;;t.!Q.C. ~Q.§!:!EQ and Its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this lnfom,atlon 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 website. Users of the lnfom,ation from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude,1ongitude location in the search results of this website. https://seismicmaps.org 3/3 Project: Chlnquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 AREA A-ROOF LEVEL SEISMIC ANALYSIS BASED ON IBC 2019 (Equivalent Lateral-Force Procedure, ASCE 7-1012.8) INPUT DATA Typical floor height Typical floor weight Number of floors Importance factor( ASCE 11.5.1) Building location Site class (A,B,C,D) The coefficient (ASCE Tab 12.8-2) The coefficient (ASCE Tab 12.2.1) Seismic design category Latitude: DESIGN SUMMARY so V=cs•w Cs= 0.117 E=V•p p= 1.3 ASO V=cs•w Cs= 0.117 E=V•p/1.4 p= 1.3 importance factor h= ft Wx= 127154 n=- 1= 1 (table 1.5-2) R= Steel 1.25 Longitude: Ta= Ct(hnY Fa= 1.08 table 11.4-1 Fv= 1.65 table 11.4-2 V= 18,387.6 lbs E= 23,903.8 lbs V= 18,387.6 lbs E= 17,074.2 lbs le= Ss= %g ~ .. S1= %g ·-VI -C: C. ta ·-O Sms= %g -5w~•,w ~~~~ Sm1= 63.03 %g gt:§iil \!) 0 0 C: SOS= %g Ill ~u8 Ill Soi= 42.020 %g 1/l hn= 19 ft kaa {ASCE 12.8.3) x= (ASCE table 12.8-2) Ta= 0.18 Sec. (ASCE 12.8.2.1) W= 157,677 lbs 2,995,863 R Cs= (Sds)/(-1;) p=Redundancy factor (ASCE 12.3.4) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to Height Weight Lateral Force No. Name floor height Wx Wxhxk Cvx Fx Vx ft ft lbs lbs lbs 2 Roof 30523 564675.5 0.33 564J.3204 564J 1 Floor 127154 1144386 0.67 JJ432.846 1.7074 DIAPHAGM FORCES Level Ifj IWI Fpx Name lbs lbs lbs Roof 5641.3 30523 4,627 Floor 17074 157677 19,277 Project: Chinquanpin Avenue Patio Cover By: Luis Labrada P.E. Date: 08-04-2022 AREA A-ROOF LEVEL SEISMIC ANALYSIS BASED ON IBC 2018 {Equivalent Lateral-Force Procedure, ASCE 7-1612.8) INPUT DATA importance factor le= Typical floor height h= ft Ss= %g Typical floor weight Wx= lbs S1= %g Number of floors n= Sms= %g Importance factor( ASCE 11.5.1) I= (table 1.5-2) Sml= 63.03 %g Building location Sos= %g Site class (A,B,C,D) SDl= 42.02 %g The coefficient (ASCE Tab 12.8-2) Ct= hn= 8 ft The coefficient (ASCE Tab 12.2.1) R= k= (ASCE 12.8.3) Seismic design category = x= (ASCE table 12.8-2) Latitude: Longitude: Ta= Ct(hn)"' Ta= 0.10 Sec. (ASCE 12.8.2.1) Fa= 1.08 table 11.4-1 W= 9,740 lbs Fv= 1.65 table 11.4-2 DESIGN SUMMARY IWxhk = 77,920 SD V=Cs•w Cs= 0.117 V= 1,135.8 lbs E=V"'p p= 1.3 E= 1,476.6 lbs R Cs= (Sds)/(-) le ASD V=Cs•w Cs= 0.117 V= 1,135.8 lbs E=V"'p/1.4 p= 1.3 E= 1,054.7 lbs p=Redundancy factor (ASCE 12.3.4) VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level Floor to Height Weight Lateral Force No. Name floor height Wx Wxhxk Cvx Fx Vx ft ft lbs lbs lbs 1 Roof 9740 77920 1.00 1,055 1055 DIAPHAGM FORCES Level Ifi IWi Fpx Name lbs lbs lbs Roof 1054.7 9740 1,477 LAMAR I' ENGINEERING PROJECT : Chinquanpin Ave Residence CLIENT : JOB NO. : 22L 15« Wind Ana sis for Low-rlH Bulldln , BaHd on 2018 IBC/ASCE 7-16 INPUT DATA Exposure category (B, c or o. ASCE 7-18 26.7.3) Importance factor (ASCE 7-18 Table 1.5-2) Basic wind speed (ASCE 7-18 28.5.1 or 2018 IBC) Topographic factor (ASCE 7-18 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width Effective area of components (or Solar Panel area) DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total u ard force ANALYSIS V,locity PCIIIYIJ qh • 0.002&& K, K., Kd K. v2 C 1w = 1.00 V= 110 Kzi = ho = 18.5 hr= 23 L = 132 B = 67 A= 0.09 23.85 psf DATE : for all Category mph, (177.03 kph) Flat ft, (5.64 m) ft, (7.01 m) ft, (40.23 m) ft, (20. 42 m) tf, <n Overhang? (Yea or No) m2) PAGE DESIGN BY REVIEW BY B YES MS 43.82 kips, (195 kN), SD level (LRFD level), Typ. 25.00 kips, (111 kN) 643.56 ft-kips, (873 kN-m) 157.72 ki , 702 kN where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.10-1, pg 268) ~=wind directionality factor. (Tab. 26.6-1, tor building, page 266) h = mean roof hel ht K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory] L----<""'""M;.;;ln.;..,.:L;;,.;;B), [Satlafactory] 0.91 0.85 20.75 rt (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) P111ao pre■sures tor MWfRS p • qh [(G Cp1 )-(G Cp1 I] where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311). Pmin = 16 psf (ASCE 7-16 28.3.4) G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G Cp1 = product or gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271) • 0.18 or -0,18 a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 6.70 ft Net Pressures (p1f), Basic Load Casas Net Pre11ure1 (psf), Torsional Load Ca11s Roof angle 8 = 7.65 Roof angle 8 = 0.00 Roof an ~le e = 7.65 Surface GCpr Net Pressure with Net Pressure with (+GC0 1) (-GC01) GCpr (+GC01) (-GC01) Surface GCpr Net Pressure with (+GC01) (·GC01) 1 0.42 5.80 14.38 -0.45 -15.03 -6.44 1T 0.42 1.45 3.60 2 -0.69 -20.75 -12.17 -0.69 -20.75 ·12.17 2T •0.69 -5.19 -3.04 3 -0.39 -13.58 -5.00 -0.37 -13.12 -4.53 3T -0.39 -3.40 -1.25 4 -0.31 -11.80 -3.21 -0.45 -15.03 •6.44 4T -0.31 -2.95 -0.80 5 0.40 5.25 13.84 Roof an cle 8 = 0.00 6 -0.29 -11 .21 ·2.62 1E 0.64 11.06 19.65 -0.48 ·15.74 -7.16 Surface Net Pressure with G C0r (+Ge01) (-Ge01) 2E -1.07 -29.82 -21.23 -1 .07 -29.82 -21.23 ST 0.40 1.31 3.46 3E ·0.56 -17.81 -9.02 -0.53 -16.94 -8.35 6T ·0.29 •2.80 -0.66 4E •0.47 -15.44 ·6.85 ·0.48 ·15.74 -7.16 SE 0.61 10.26 18.85 BE •0.43 -14.55 -5.96 J£ 3 Load Case A (Transverse) Load Case 8 (Longitudinal) Load Case A (Transverse) Load Case B (longitudinal) Basic Load Cases Torsional Load Cases BHIC Load Case A Transverse Direction Area Pressure kl "1th Surface (ft') (+Ge0,) (-Ge0,) 1 2194 12.72 31.56 2 4009 -83.20 -48.77 3 4009 -54.45 -20.03 4 2194 -25.89 -7.05 1E 248 2.74 4.87 2E 453 -13.51 -9.62 3E 453 -7.98 -4.09 4E 248 -3.83 -1.70 t Horlz. 40.62 40.62 Vert. -157.72 -81.77 Min. lo\ind Horlz. 43.82 43.82 28.4.◄ Vert. -141.50 -141.50 Toralonal Load C11111 A 1Tran1verae Direction) Surface Area Pressure (k) "1th Torsion cn-1<1 (ft') (+Ge0,) (-GC01) (+GC01) (-Ge01) 1 973 5.64 14.00 167 415 2 1778 -38.90 -21.63 -146 -85 3 1778 -24.15 -8.88 95 35 4 973 -11.48 -3.13 341 93 1E 248 2.74 4.87 163 289 2E 453 -13.51 -9.62 -107 -76 3E 453 -7.98 -4.09 63 32 4E 248 -3.83 -1.70 227 101 1T 1221 1.77 4.39 -58 -145 2T 2231 -11.57 -6.79 51 30 3T 2231 -7.58 -2.79 -33 -12 4T 1221 -3.60 -0.98 -119 -32 Total Horiz. Torsional Load, Mr 644 844 l211IS1D 11[11111111 flu liSIIIlll!!DIDll lD!l !ill!l!llag P • qh[ (G Cp) • (G Cp1)) where: p = pressure on component. (Eq. 30.3-1, pg 334) Pm1n = 16.00 psf (ASeE 7-16 30.2.2) G e0 = external pressure coefficient. see table below. (ASeE 7-16 30.3.2) 8 = 7.65 ° Elhctlva Zona 1 Zone 1' ,.,.. (ft') GC,. -QC,. QC. • QC,. Comp. 1 0.70 -2.50 -. Effective Zona3 Zone 3e Ml (ft') GC,. -oc. GC,. -QC. 1 . -0.70 -4.70 Zone1 Zone 1' Comp. & Claddlng -........ 1/W -H-INO Pnaaure 20.99 -63.93 ( psf) Zone3 Zona 3e -I H-1/W Poaltl'V• I N.,,.tlw 20.99 -116.41 Basic Load Caee B Lonoltudlnal Direction) Area Pressure ik "1th Surface (ft') (+Gen,) (-Gen,) 2 4009 -83.20 -48.77 3 4009 -52.60 -18.17 5 1136 5.96 15.72 6 1136 -12.74 -2.98 2E 453 -13.51 -9.62 3E 453 -7.67 -3.78 5E 254 2.60 4.79 BE 254 -3.70 -1.51 t Horlz. 25.00 25.00 Vert. -135.66 -63.10 Mln,v,;nd Horlz. 22.24 22.24 28.◄.4 Vert. -141.50 -141.50 Toralonal Load Case B !Lonnltudlnal Direction\ Surface Area Pressure tk\ v,;tt, Torsion ft-I<\ (n') (+Ge01) (-Ge0,) (+Ge01) (-Ge.,) 2 4009 -83.20 -48.77 -37 -22 3 4009 -52.60 -18.17 23 8 5 441 2.32 6.10 30 79 6 441 -4.95 -1.16 84 15 2E 453 -13.51 -9.62 113 80 3E 453 -7.67 -3.78 -84 -32 5E 254 2.60 4.79 78 144 6E 254 -3.70 -1.51 111 46 6T 695 0.91 2.40 -15 -39 BT 695 -1.95 -0.46 -31 -7 Total Horiz. Torsional Load, Mr 273.2 273.2 ~ Walls ~r-1~~~i.1n..;~ I I I I I I I I 2,I -12, 2,I _ 12, I ! I I ! I I~ I l~I I I I I Je ... 2~ j; ;; ~ ·ti: !J Roof e,,. Roof .,,. Zone 2 Zone le Zona 2n Zone 2r QC,. -oc. o c. -QC. QC, -Qc. QC,. • GC,. --0.70 -2.50 0.70 -3.50 0,70 -3.50 Zone 3r Zone -4 Zona & GC,. -oc. QC, • GC,. QC,. -GC, 0.70 -4.70 0.90 -0.99 0.90 -1.26 Zona 2 Zona le Zona 2n Zona 2r -...... 1/W -"--1/W ,.._ I -11W -H-M 20.99 -63.93 20.99 -87.78 20.99 -87.78 Zone 3r Zona -4 Zona l -N..,.,.,_ ,._,.,,. --PoaH1w I IHfl•llve (The Max Pressurtt 20.99 -118.41 25.78 -27.91 25.76 -34.35 115.41 psf) Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 AREA A hb= ft he2= ft hel= ft hf= ft L= ft B= ft r 1 L hb+he/2= he2/2+hfl+hel/2= hr=hb+hel+he2+hfl= he=hel +he2+hfl= 8.5 ft 10 ft 23 ft 18.S ft Max horizontal wind force normal to building length, L, Face= *see wind analysis for low-rise building Design wind force normal to building kenght, L, Face= Roof diaphragm tributary wind force= 2nd Floor diaphragm tributary wind force= Max horizontal wind force normal to building length, B, Face= *see wind analysis for low-rise building Design wind force normal to building kenght, B, Face= Roof diaphragm tributary wind force= 2nd Floor diaphragm tributary wind force= lbs ASD Factor= 0.6 26292 lbs (8.Sft/23ft)*26292 lbs= 9717 lbs (10ft/23ft)*26292 lbs= 11431 lbs lbs ASD Factor= 0.6 15000 lbs (8.Sft/23ft)*15000 lbs= 5543 lbs (10ft/23ft)*15000 lbs= 6522 lbs AREAA y.y Seismic-Wind Design Forces comparison Level Area Seismic Comulatlve Wind (ft2) Loads Load Load Comulative Load Roof 966 5641 5641 9717 9717 floor 3600 11433 17074 11431 21148 X-X Seismic-Wind Design Forces comparison Level Area Seismic Comulatlve Wind (ft2) Loads Load Load Comulatlve Load Roof 966 5641 5641 5543 5543 floor 3600 11433 17074 6522 12065 364 260 ~ r L i-------llOOF _ Lr R.oal Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 Govern lolld per sq.ft (bl/ft2) Wind 10.l Wind 5.9 Govern lolld per sq.ft lbVft2) Seismic 5.8 Seismic 4.7 z y X Level Area (ft2) Roof 232 Level Area (ft2) Roof 232 AREA A Project: Chinquanpin Avenue Patio Cover By: Luis Labrada P.E. Date: 08-04-2022 Y-Y Seismic-Wind Design Forces comparison Seismic I Comulative Wind Govern II.old per sq.ft I Loads Load Load Comulative Load (bl/fU) 1055 1055 0 0 Seismic 4.5 X-X Seismic-Wind Design Forces comparison Seismic Comulatlve Wind Govern I.old per sq.ft Loads Load Load Comulative Load (bl/fU) 1055 1055 0 0 Seismic 4.5 z y X flOOF L .A..1\11.A.. R ■P..aENc:;I NEERI NC Pn,ject: 0,inquapln A..,_ Resiclen<e By: I.Ills ubrodo P.E. D-:OIHl4-20Z2 Prol«t No.: 22U56C w.a, -- _, __ ...., ,_,._,= 121 12 I I 102 10.1 1026 ~ 2 121 12 I ru I I s 763 H UI 763 483 10.1 48S9 312 10.t 3843 442 S.I 2Sl2 :i l 121 12 102 S.I 596 M 12 763 423 S.I 2471 - 7!18 399 S.9 2344 .ill. 101 S.9 594 186 93 S.9 5A7 81 7!18 440 S.9 ~ 11 31 23S ~ 1B6 I 38 6(C·JI 202 605 1040 3032 ,n S.9 S16 S.9 1.1 I 10s I 605 I usa Im 1202 S.9 7062 226 9SO S.9 SSll 10 6 123 382 S.9 224' ,. ........... - -~ _f!Qi ... pd Dudlood• u.ei..- T ..... -u,,f) 20 20 .., -u,,f)Dod<u,,f) 15 15 .., .., 55 7S ..,.,...,.hl/U SHEAIIWAU OfSIGN _ .... ,. --llftl --1--1-..... 1-1--1-1-1-1--1-~.... ~ llffti ... 9'Nr9 --lloof floor o.dl lllow fOfte 1026 I.S 1.5 121 479 -- 4859 10 10 -• 0 I • 3843 19 95 20J I • 0 3312 --,on --2Sl2 ,. 3.5 115 I 212 1 20 165 - 596 1 7 86 I 0 1 20 -976 -- 2471 Z5.S u.s 91 • 0 1 20 ·l194 -- 8229 1B • 45& 9 J 594 I • 7S I 7S •.s I 8 I 1578 370 - 5A7 SEE CONCEAl£O SH££T - 2SIS 10 10 159 9 0 1613 -- 9742 16 16 ro, • 0 • 10 1589 -- 3032 12.S 12.5 20 I 0 1 6 5A9 -- 7062 20.75 • 141 8 341 z 10 l13I -- SSll 26.5 s.s 1U • 0 l 6 107S - 224S 11.5 ll.S 196 8 0 906 - --,:-.----~ m o-.·~·;µ'T.."!.~ ',,..:. ·,6-.c,.. -.)'., ._ .. , • ' ' •• ,. • ~£~ ,-·- m11s 660 .... MST\48 S07!l .... Not apply MSTA18 13ts --~ ~ !!!!!..!I Nol MSTI26 2745 I Ol<Pon MST\48 S07!l MS1l36 3100 ~t_aJ ~ I I A I ~ I I I I I :1 1 :: I : I I .., I -I -I ,, I O I 0 I 1 I I I I I .,_ I -~ I I I I -•e& I ~ ~ 1J -3( 62 "' 153 4.7 365 10 10 37 • 0 726 SEE CONCEAl.£0 SHEET ·280 - -- 480 30S Sl42 ~ 101 •. , lOM •. , 480 s s 96 • 0 1 6.5 5142 1.5 1.5 605 8 0 • 18.5 111 -- 2936 -- NoU LST-'3-1600 • 0<.hn 0 480 -· 202 -101 .. , 480 13 13 37 8 0 J 8 ·1319 --Not; 442 116 -93 •. , 442 S££CONC£ALED SHEET --"'6224 253S G H us ,;;-, 81 1B6 I 31 20I •. , SS2 4.7 917 2619 ts8l usa I 60S I m 5260 us I 226 I 121 1112 31 ( 11 I 1109 •. 7 382 •. , 987 4 4 147 . 247 1 9 5201 11 11 •n • 0 J 1B S260 14.5 4 3'3 • 363 J 115 1812 9.5 9.5 191 I 0 J ts.5 ]!I_ 1422 -- .1594 -- 2001 -- -34S -- -- ffillS 660 MSTA.30 L_ 2050 I I "'6224 1-2535 Nota1 1 ~ 'f ,c • • •• I I I I I I •. , I I I I I I I I m I J I 9 I I I I • ••• I O I mm I OOO I 2 I 0<. .... I MIHl(7!18 l m 517 4.7 175 •. , 2453 3067 M(9-12)1 226 ( 123 830 5520 38 s 146 • 0 1 20 830 32 15 26 I .'!fl -1436 -- ·l<Wi -Not I I I Hota1 ST6224 2SlS 2 O!,_hn LAMAR IP~ENGINEERING PROJECT : Chinquapin Avenue Residence CLIENT: JOB NO.: 22L1544 DATE : PAGE : DESIGN BY : MS REVIEW BY : Wood Diaphragm Design for a Discontinuity of Type 4 out-of-plane offset Irregularity INPUT DATA OFFSET LATERAL SYSTEM DIMENSION B= MAX TWO PERPENDICULAR LATERAL SYSTEM SPAN L= ALLOWABLE SHEAR FORCE ON TRANSFER DIAPHRAGM SIDE V= MAX. ALLOWABLE COLLECTOR (DRAG) FORCE T drag = MAX. ALLOWABLE CHORD FORCE T chord = PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor MINIMUM NOMINAL FRAMING WITH ( 2 or 3) = 2 in MINIMUM NOMINAL PANEL THICKNESS = 23/32 In COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 2 10d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 FRAMING OF Douglas-Fir-Larch OR Southem Pine ? Yes THE TRANSFER DIAPHRAGM DESIGN IS ADEQUATE. BLOCKED 19/32 SHEATHING WITH 10d COMMON NAILS @ 4 in O.C. BOUNDARY / 6 in O.C. EDGES/ 12"O.C. FIELD. 9,5 tt 20 tt 4.9 kips 2.5 kips 2.5 kips (USE CMST12 COLLECTOR/CHORD SIMPSON STRAP AROUND THE DIAPHRAGM.) Level i+1 Level i Transfer Diaphragm...../' Level 1-1 ELEVATION B offset r-I Transfer Diaphragm _/- B -<ZZ,C,CCCCC,::CCCCIC:CC,:»---' - ANALYSIS PLAN CHECK MAX DIAPHRAGM DIMENSION RATIO (SDPWS-15, 4.2.4) LIB= 2.11 > 2.00 < 4.00 [Satisfactory) CHECK DIAPHRAGM SHEAR CAPACITY (ACI 318-11, 21.11.9) v = 1.25 p V / L = 398 plf, ASD, (ASCE 7-16, 12.3.3.4 & Table 12.3-2.4) where p = 1.3 (ASCE 7-16, 12.10.1.1 & 12.3.4.2) [Satisfactory] THE SHEAR CAPACmes PER IBC Table 2306.2(1) / SDPWS-15 Table 4.2A wi1l1 ASD reduction factor 2.0: Min. Min. Member Blocked Nall Spacing Panel Grade Comma, Pmetrali Thickness Widlh Nail (in) (in) (in) Shealhlng and Single-Acor 1 0d 1 5/8 19/32 2 Boundll)' / Olhtr Edges 6/G I 4/6 I 2,5/4 I 2/3 320 I 425 I 640 I 130 Note: The indicated ahear number• have reduced by specific gravity factor per SDPWS-15 Table 4,2A note 2. CHECK DIAPHRAGM IN.PLANE FLEXURAL CAPACITY Unblocked Case I I Others 2a5 I 21s M = 1.25 p VB= 75.6 rt-kips, the max value same at both B & L sections, (ASCE 7-16, 12.3.3.4 & Table 12.3-2.4) T max= M / MIN( L , B) = 8.0 kips (THE CMST12 SIMPSON STRAP REQUIRED.) CHECK COLLECTOR/ CHORD STRAP CAPACITY T = MAX( 1.25 p T chord , 1.25 p Tdrag) = 4.1 (THE CMSTC16 SIMPSON STRAP REQUIRED.) (Satisfactory] kips, (ASCE 7-16, 12.3.4, 12.10.1.1 & 12.10.2.1 Exception) [Satisfactory) V Load= Use= Allow. Lateral= V Load= Use= Allow. Lateral= Project: Chinquapin Avenue Residencd By: Luis Labrada P.E. 264 1055 Date: 08-02-2022 Seslmic Load Design-wost Case Scenario See gridllne 12, F & H lbs SIMPSON "CBT4Z" CONCEALED BEAM TIE Lbs Allow>V Load 'Typical CBT4Z Installation TOP CONNECTION 264 lbs SIMPSON "CPT66Z" CONCEALED POST TIE 655 Lbs Allow>V Load l 0 s~• 0 I I ·1 t' ~-l J t ~ '- ' ~'\. BOTTON CONNECTION OK See sheet attached To Allow.Lateral OK See sheet attached To Allow.Lateral Project: Chinquapin Avenue Residencd By: Luis Labrada P.E. ENGINEERING MMM!MM M#N!MMMIMIM WM Date: 08-02-2022 V Load= Use= Allow. Lateral= V Load= Use= Allow. Lateral= 363 1055 Sesimic Load Design-wost Case Scenario See grldllne A Lbs SIMPSON "CBT4Z" CONCEALED BEAM TIE Lbs Allow>V Load Typical CBT4Z Installation TOP CONNECTION 363 Lbs SIMPSON "CPT66Z" CONCEALED POST TIE 655 Lbs Allow>V Load 0 0 BOTTON CONNECTION OK See sheet attached To Allow.Lateral OK See sheet attached To Allow.Lateral Project: Chinquapin Avenue Residencd By: Luis Labrada P.E. ENGINEERING Date: 08-02-2022 MMMW■ HW¥M■MM■1M#W·MM V Load= Use= Allow. Lateral= V Load= Use= Allow. Lateral= 274 1055 Seslmic Load Design-wost Case Scenario See grldllne 4 & E Lbs SIMPSON "CBT4Z" CONCEALED BEAM TIE Lbs Allow>V Load Typical CBT4Z Installation TOP CONNECTION 274 Lbs 655 SIMPSON "CPT66Z" CONCEALED POST TIE Lbs T .. ---r t ~ .. Allow>V Load 0 BOTTON CONNECTION OK See sheet attached To Allow.Lateral OK See sheet attached To Allow.Lateral IC t I R Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. ENGINEERING Date: 08-04-2022 Project No.: 22L1544 M◄h'MI-MIMIIMNIM#W·WM CONTINUOUS FOOTING DESIGN ALLOWABLE FOOTING LOAD Allowable Soil Bearing Pressure (ASBP) = CASE 1: EXISTING Width (b) = 1.00 ft Depth (h) = Allowable Distributed Load: WALLow=ASBP (b) = 2000 plf USE: 12" Widex 12" Deep with Allowable continuous footing point load: P allowable=ASBP(b)(2)(h)= CASE 2: Width (b) = NEW 1.25 ft Allowable Distributed Load: WALLow=ASBP (b) = USE: 15" Wide x 4000 lbs Depth (h) = 2500 ~ Deep with Allowable continuous footing point load: Pa11owab1e=ASBP(b)(2)(h)= 7500 lbs 2000 psf 1.00 ft # _::_Top & Bottom 1.5 ft -= plf 2 # _4_Top & Bottom , . ' ' MARK: [£IJ Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 SPREAD FOOTINGS DESIGN PMAX=ASBP(width)2= 5,000 Lbs USE: 24" Square x 18" Deep with (4) # 4 each way@ bottom MARK: [gJ PMAX=ASBP(width)2= 8,000 Lbs USE: 30" Square x 18" Deep with (5) # 4 each way @ bottom MARK: @J PMAX=ASBP(width>2= 11,500 Lbs USE: 36" Square x 18" Deep with (6) # 4 each way @ bottom hb+he/2= MARK: QD PMAX=ASBP(width)2= 15,500 Lbs USE: 42" Square x 18" Deep with (7) #4 each way @ bottom MARK: QD PMAX=ASBP(width)2= 20,000 Lbs USE: 48" Square x 18" Deep with (8) #4 each way @ bottom 1 I , I Project: Chinquiapin Avenue Residence By: Luis Labrada P.E. Date: 08-04-2022 Project No.: 22L1544 SIEARWAJ.L SCIEDU.E AUOW, S/8" DIA. Sill f'lATC BOTTOM SIU. PlAl[ ATT~T TOP PlA Tt A TTAOtMOH M.IAI< Pl.'1'1'0COTYPC LOAD PL 'IWOOO N41.INC NOl0R 801.T SPAONG TO RM JOIST Cf! BlK'G TO 1111 JOIST al BLK'C (Plf) 0 rOUN:>ATIOII en.ow .«)\( © ;,{J• l)lCl(Sl\lCCO flL HO. 11 CA., 1-1/Z.LOHG. '8' o.c. 1MOW'O.C. 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SHtAIIWAU.S 111TH WOii: THAN CM \'£RTICM. PANEi. IN HEIGHT SHAll INTO caacT£ (UIIO) & NOT SPAClD MOflE THNi 6 F'[[T !,PART, HA\£ EITH!ll ll{RTICAI. OR ltORIZONTAl ST..cGERCO Sl'IJC[I) -ONTS. 2. US[ DOUClAS FIR NO. 2 PRF;SSURE TREAlED SIU. PlAlES. 11 All. Pl YWOOO PAHEl.S SHolU. BE 111.0Cl({l) W/ 2X llloc»IC, (UNO) J. l"•S'al/4" PLATE WA9IJIS SHAU. ll£ USll) ON [ACH 51U. PLATE 12. PR0\/11)£ ~• -lM [l)C{ DISTANC(S FOR AU 5H£AIIVIG NII) FRAMING ANCHOR 80lT. MEMIICR NAIUNC. 4. PROIU A MINIMUM a TWO ANCHOR BOITS PER Sill Pl.A TE 1111H ONE BOl T IJ. AU. [DC{ NNUNC SHAl.l P{NEIRA"IC INfO FA~NC 1•3/8. 11..-, UNO. LOCA1£D Wl)ffN 12• a' EACH 00 or £A01 PIECE. 1•. PlT\IIOOO Sl£ATHIHC £OOE NAUIG IS REWllt:O AT AU. HOLO-DOWI POST. s. CONrRACTOR'S OPllON TO US£ S/tf' DIA. AUTIRAO W/ SIIPSOI 'SET-XP' ·~ f1IAIINC SHAU. BC J' NOM11W. OR W0£R NfJ NAII.S SRAll. 8C STACaR£D EPOXY $" WIN. EM81IlM£NT ANO £DOC OISTAH([ a 1-3/4" AT SAME SP~ Al AU. Pl'IWOOO .D!IIS ANO <;l.L Pl.ATES. At V. l!>O•PI.F. OR CREAlF.R.* Slf01IN HOI£ fl. 6. FASftNERS FOR PREASSJA£-PA£5£1!VA TrlE TREA 1EO o\HO FIR£ RET AROANl 1$. AT AOJOINIHC PANEi. E0CCS. 2-2X sruos NAIUD IOCC11€A IIAY BE usco IN Pl.AC[ or A SINO.£ JX S IUO. 1R£A1Ell W000 SHAU. BE a' HAT-Off!D ZNC COATCO CALVANZEO, iKR£ SIIEA111NC PANELS ARE APPi.iD ON 801M rAClS a n< SIORW= STNll!SS SlEtl.. 5IUCCIN BRONZE OR C(ff(Jt. 17. SHEA THING PANO. JJINlS SHAU OCCUR AT 3K NOIIINAl OR Tl«)C[R f'R 7. eon 011 PI.AlES Ol(R AWiEO FLOORS TO HA~ ono NNlS al LAGS W/ WEMIICAS. PAHO. JOINTS ON CM>i SIOt or WALL 5IIAl.l BE STMlCERIJ). NAil SP.ACING or Y OC. OR LESS SHAll. P£NE1RA1E INTO SOLID 4X BlKG. LACS SHALL P0.c!RA1E AT 1£AST J" INTO ll.OCKIHC 8ELO'II. 18. l'A~ OJP5: Al5 OR l!P4 OR APPAO\{l) C<MVl,l£NT. 8, ~NI PANEI.S SHAU. BC N'PIJEO OIR£CTI. Y TO SM F1tAIIIIG AT Ii. OIAPlf!AQI SHCAIIIHG NAII.S OR OlliER APPRO\Ol SHEA1HHO CONNC.CTORS 16 OH CENlER MAXWM. SHAU. BE 011'<0! SO TlfAT lHfJI! HEAD OR CIIOlli1I IS FLUSH •TH TH£ 9. AU. NM.S 5HAU BE CCMION 'tffl£ NAILS, U.0.N. SURr ACE or TH[ 510 TlffNG . . Project: Chinquapin Residence By: Luis Labrada P.E. Date: 07-14-22 GUARDRAIL DESIGN Pmax= 200 llbs M= PmaxX L L=~in Pmox M= 8400 lbs-in ------- T=C=M/dmin T= 2800 lbs dmin= T bolt= T /2 bolts MIN. EMBEDMENT: Tbolt= 1400 lbs :.USE 1400 lbs 305 lbs/in (per NOS) = 4.59 in 3/8" Cl> LAG BOLTS 6-INCH MIN. EMBEDMENT _..J :::: 5.0 in (min) ' . . . WWW.LAMARENG.COM LLABRADA@LAMARENG.COM P: 619.370.9515 F: 619.764.4079 CHINQUAPIN AVE RESIDENCE 1170 CHINQUAPIN AVENUE CARLSBAD, CA 92008 PROJECT NUMBER: 22L 1544 DATE: 07-14-22 BY: MS ' . AR ENGINEERING MMWAIW:WftwiM•NMMll#MM WWW.LAMARENG.COM LLABRADA@LAMARENG.COM P: 619.370.9515 F: 619.764.4079 $- $- CHINQUAPIN AVE RESIDENCE 1170 CHINQUAPIN AVENUE CARLSBAD, CA 92008 PROJECT NUMBER: 22L 1544 DATE: 07-14-22 BY: MS . . 'HRS/ST /HTP/LSTA/LSTI/MST /MSTA/MSTC/MSTI Strap Ties (cont.) Codes: See p. 11 for Code Reference Key Chart a These products are available with additional corrosion protection. For more infOITT1ation, see p. 14. EJ:l For stainless-steel fasteners, see p. 21. ~ Many of these products are approved for installation ~ with Strong-Drive'" SD Connector screws. • • • • • • • • Dimensions Fasteners Allowable Allowable Model (in.) (Total) Tension Loads Tension Loads No. Ga. (In.) (OF/SP) (SPF/HF) w L (160) (160) ST2115 ¾ 16!ilo (10) 0.162 X 2½ 660 660 LSTA9 1¼ 9 (8) 0.148 X 2½ 740 635 LSTA12 1¼ 12 (10) 0.148 X 2½ 925 795 LSTA15 20 1¼ 15 (12) 0.148 X 2½ 1,110 955 LSTA18 1¼ 18 (14) 0.148 X 2½ 1,235 1,115 LSTA21 1¼ 21 (16) 0.148 X 2½ 1,235 1,235 LSTA24 1¼ 24 (18) 0.148 X 2½ 1,235 1,235 LSTA30 1¼ 30 (22) 0.148 X 2½ 1,640 1,640 LSTA36 1¼ 36 (24) 0.148 X 2½ 1,640 1,640 MSTA9 1¼ 9 (8) 0.148 X 2½ 750 650 MSTA12 1¼ 12 (10) 0.148 X 2½ 940 810 MSTA15 18 1¼ (12) 0.148 X 2½ 1,130 15 970 MSTA18 1¼ 18 (14) 0.148 X 21/2 1,315 1,135 MSTA21 1¼ 21 (16) 0.148 X 2½ 1,505 1,295 MSTA24 1¼ 24 (18) 0.148 X 2½ 1,640 1,460 MSTA30 1¼ 30 (22) 0.148 x 21/2 2,050 1,825 MSTA36 1¼ 36 (26) 0.148 X 2½ 2,050 2,050 MSTA49 1¼ 49 (26) 0.148 X 2½ 2,020 2,020 ST9 16 1¼ 9 (8) 0.162 X 21/2 885 765 ST12 1 '/4 11% (10) 0.162 X 2½ 1,105 955 ST18 1¼ 17¾ (14) 0.162 X 2½ 1,420 1,335 ST22 1¼ 21% (18) 0.162 X 21/2 1,420 1,420 HRS6 1% 6 (6) 0,148 X 2½ 605 530 HRS8 12 1% 8 (10) 0.148 X 2½ 1,010 880 HRS12 1¾ 12 (14) 0,148 X 2½ 1,415 1,230 ST292 2½6 9'il& (12) 0.162 X 2½ 1,260 1,120 ST2122 20 2½, 12''11, (16) 0.162 X 2½ 1,530 1,510 ST2215 2½, 16!il, (20) 0.162 X 21/, 1,875 1,875 ST6215 2½, 16'ila (20) 0.162 X 2½ 2,090 1,910 ST6224 16 2½& 23!ilo (28) 0.162 X 2½ 2,535 2,535 ST6236 14 2½, 33''11• (40) 0.162 X 2½ 3,845 3,845 MSTl26 2½& 26 (26) 0.148 X 1 ½ 2,745 2,380 MSTl36 2½• 36 (36) 0.148 X rn 3,800 3,295 MSTl48 12 2½, 48 (48) 0.148 X 1 ½ 5,070 4,390 MSTl60 2½a 60 (60) 0.148 X 1 ½ 5,070 5,070 MSTl72 2½• 72 (72) 0.148 X 1 ½ 5,070 5,070 HTP37Z 3 7 (20) 0.148 X 1 ½ 900 690 MSTC28 3 28¼ (36) 0.148 X 3¼ 3.460 2,990 16 MSTC40 3 40¼ (52) 0.148 X 3¼ 4,735 4,315 MSTC52 3 52¼ (62) 0.148 X 3¼ 4,735 4,735 MSTC66 3 65¾ (76) 0.148 X 3 1/4 5,850 5,850 14 MSTC78 3 77¾ (76) 0.148 X 3¼ 5,850 5,850 HRS416Z 12 3¼ 16 (16) ¼ x 1 ½SOS 2,835 2,305 LSTl49 31/, 49 (32) 0.148 X 1 ½ 2,970 2,560 18 LSTl73 3¾ 73 (48) 0.148 X 1 ½ 4,205 3,840 1. See pp. 266-267 for Straps and Ties General Notes. 2. Fasteners: Nall dimensions are listed diameter by length. SDS screws are Simpson Strong-ne• Strong-Drive SOS Heavy-Duty Connector screws. See pp. 21-22 for fastener information. See pp. 348--352 for more lnfOITTlation. Code Ref. IBC, FL, LA - IBC, FL, LA 2¾' end distance Typical LSTA Installation (hanger not shown) Bend strap one time only, max. 12/12 joist pitch. • . • • Typical LSTA1 8 Installation Typical M STA15 Installation II) G) I= "C C nl II) C. i 269 ·--1· Milek~ Re: chinquapin MITek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pacific Truss (El Cajon). Pages or sheets covered by this seal: R72583236 thru R72583239 My license renewal date for the state of California is September 30, 2024. September 13,2022 Zhao, Xiaoming IMPORT ANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlff Pl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Ally project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlfTPI 1, Chapter 2. Job . • . Truss Truss Type Qty Ply • . R72583236 . CHINQUAPIN T1 FINK 1 1 . • . Job Reference lnntlonal\ Pacffic Truss (El Caion), -2-0-0 El Cajon, CA-92021, 5-7-14 8.530 s Aug 11 2022 MiTek lnduslries, Inc. Tue Sep 13 08:47:37 2022 Page 1 ID:e6avtqew_bABb_ Okw8Kq3pzo0qt-1K2BxMEE)51O4Z51fROeOFL4RcQ69K1 xANmayDye5U4 15-4-2 21-0-0 23-0-0 1().6-0 2-0-0 5-7-14 4-10-2 I 4-10-2 I 5-7-14 I 2-0-0 I 4X4 = 4 4.00 [12 3x4 = 3x4 = 3x4 = 6-7-14 12-6-0 6-7 14 5-10 2 LOADING (psf) SPACING-2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) TCDL 15.0 LumberDOL 1.25 BC 0.67 Vert(CT) BCLL 0.0 • Rep Stress Ina YES WB 0.11 Horz(CT) BCDL 10.0 Code IBC2021/TPl2014 Matrix-S 3x4 = in (loc) -0.14 6-8 -0.31 6-8 0.05 6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Udell >999 >803 n/e 1.5x4 ~ Ud 240 180 n/a 21-0-0 8-6-0 PLATES MT20 Weight: 84 lb Scale= 1:40.1 3x4 = GRIP 220/195 FT=20% LUMBER· TOP CHORD BOT CHORD WEBS 2x4 OF No.2 2x4 OF No.2 2x4 OF No.2 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or4-0-14 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-30(LC 10) Max Grev 2=1082(LC 1), 6=1082(LC 1) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2133/43, 3-4=-1944/46, 4-5=-1709/21, 5-6=-2111/66 BOT CHORD 2-10=0/1957, 8-10=0/1343, 6-8:-16/1938 WEBS 3-10"-351/82, 4-10=-0/621, 4-8=0/483, 5-8=-455/99 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Endosed; MWFRS (directional) and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 140 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0 , lnterior(1) 13-6-0 to 23-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. £_WARNING• Veltfy design parameter, and READ NOTES ON lttlS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE. Design valid lor use only wHh MrTeke connectors. This design la based only upon parameters shoWn, and Is for an lndlll!du■I building component. not I1ru111ys1em. BaloNI uH, the building deslgno, muot -lfy the appll<lblllty ol design parameters and property Incorporate this design Into the 0Vlf1II bulkllng design. BNlelng lndlca1ed Is to pNlvant bucl<llng of Individual truss woo and/or chord membefl only. Addftlonal temporary and permanent bracing Is always required for otablllty Ind to provent conIpsa with possible personal Injury and property damage. For general guidance Nlgardlng the labric<ltton, otorage, dellvOI)', erection and bNlclng oltruuas and truss systems,'" ANSVTPl1 Quollly CrlNM, ass.at ond SCSI Building Component S.r.ty lnfonnlllton Ivall1bla from Truss P111e lnslltute, 2670 Crain Highway, SUlte 203 Waldorf, MO 20601 September 13,2022 Job . I . Truss Truss Type Qty Ply . . R72583237 I CHINQUAPIN T1A GABLE 1 1 . . ' Job Reference 1-tlonaf1 Pacific Truss (El Cajon), -2-0-0 El Cajon, CA· 92021, 5-7-14 8.530 s Aug 11 2022 MiTek lndustrtes, Inc. Tue Sep 13 08:47:38 2022 Page 1 ID:e8avlqew_bABb_Okw8Kq3pzo0qt-WtNcZ.81EsUP941jguD8vtxSuFBOoAunQ4P1W8Vgye5U3 16-4-2 21-0-0 23-0-0 I 4-10-2 I 5-7-14 I 2-0-0 2-0-0 5-7-14 4-10-2 3x4 = 3x4 = 3x4 = 7-3-4 7 3-4 LOADING (psf) SPACING• 2-0-0 CSI, TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 15.0 LumberDOL 1.25 BC 0.55 BCLL 0.0 • Rep Stress Iner YES we 0.10 4X4 = 4 13-8-12 6 5-8 OEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.20 0.05 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 3x4 = 21-0-0 7-3-4 (loc) Vdefl Ud PLATES GRIP S-10 >999 240 MT20 220/195 6--8 >999 180 6 n/a n/a Scale ~ 1:40.1 BCDL 10.0 Code IBC2021/TPl2014 Matrix•S Weight: 98 lb FT=20% LUMBER· TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.2 2x4 DF No.2 2x4 OF No.2 2x4 OF No.2 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-1-2 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=--30(LC 10) Max Grav 2=1082(LC 1), 6=1082(LC 1) FORCES. (lb)• Max. Comp./Max. Ten .• All forces 250 (lb) or less except when shown. TOP CHORD 2-3=--2131/49, 3-4=-1860/32, 4-5=-1860/32, 5-6=-2131/49 BOT CHORD 2-10=0/1955, S-10=0/1333, 6--8=-1/1955 WEBS 3-10=-378/87, 4-10=0/568, 4·8=0/568, 5-B=-378/87 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) \/Vind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCOL=6.0psf; h=25ft; B=45ft; L=24fl; eave=4ft; Cat. II; Exp C; Endosed; MWFRS (directional) and C-C Extenor(2E) -2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 10-6-0, Exterior(2R) 10-6--0 to 13-6-0 , lnterior(1) 13-8·0 to 23-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C•C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6--0 tall by 2-0-0 wide will fit between the bottom chord and any other members. £ WARNING -Vertry dHign parameters and READ NO'TES ON THIS ANO INCLUDED MlreK REFERENCE PAGE MII-H 73 .... 5119/2020 BEFORE USE Design valid for use only with MITtke conneao,-. Thlo design Is based only upon parameters lhown, and Is for tn lndMdu11 bulldlng compcnen1. not a truos oystem. Befont use, the building deolgner mull vetffy the appileabltlty of design param«era and l)(0perty lncorporote this design Into the ovora! building design. Bracing Indicated Is 10 pr91111nl buckling of Individual truss wob and/o< ct\ORI m1ml>lll's only. Additional temporary and permanent bracing Is alweys required for stability and to pr9vent colltpae with pcniblo pe,_,11 lnJury and property da~e. For general guidance regordlng lhe fabrication, otonigo, deiv1ry, ertdlon and bracing of trusses and truss systems, see AHSVTPlt Qua/Hy Crltttl•, 058-ff and SCSI Bui/ding Component sor.,y /"'°""Ill/On available from Truss Plato lnatltuto, 2670 Crain Highway, SUlto 203 WaldOff, MO 20601 September 13,2022 Job ' ,' • Truss Truss Type Qty Ply . ' R72583238 CHINQUAPIN T18 FINK 1 1 • • ' Job Reference lnntlonall Pacific Truss (El Ca1on), -2-0-0 El Cajon, CA-92021, 5-7-14 8.530 s Aug 11 2022 MiTek Industries, Inc. Tue Sep 13 08:47:47 2022 Page 1 ID:e6avtqew_bABb_Okw8Kq3pzoDqt-1Ffz1nLWMAloH5sdEXZ_ol..tmVeuGVqZPTwB61eye5Tw 10-6-0 2-0-0 5-7-14 4-10-2 I 15-4-2 I 21-0-0 I 23-0-0 I 4-10-2 5-7-14 2-0-0 Scale = 1:40.1 4x4 = 4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4.00 ['i2 3x4 = 6-7-14 6-7-14 LOADING (psf) SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 LumberDOL 1.25 BCLL 0.0 ' Rep Stress Iner YES BCDL 10.0 Code IBC2021fTPl2014 3x4 = 3x4 = CSI. TC 0,37 BC 0.43 W8 0.23 Matrix-S 12.e-0 5-10-2 DEFL. Vert(LL) Vert(CT) HO!Z(CT) 1.5x4 ~ 3x4 = 8.{!-0 in (loc) Vdefl Ud PLATES GRIP -0.11 6-8 >888 240 MT20 220/195 -0.22 6-8 >447 180 0.01 8 n/a n/a Weight: 84 lb FT =20% LUMBER· TOP CHORD BOT CHORD WEBS 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purtlns. Rigid ceiling directly applied or 6-0--0 oc bracing. REACTIONS. (size) 2=0-3-8, 8=0-3-8, 6=0-3-8 Max Horz 2=-30(LC 10) Max Uplift 2=•24(LC 12), 6=-39(LC 12) Max Grav 2=615(LC 23), 8=1193(LC 1), 6=418(LC 24) FORCES. (lb) -Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2·3=-733/47, 3-4=-537/51, 4-5=-1/576 BOT CHORD 2-10=0/636 WEBS 3-10"-374/81, 4-10=-0/650, 4-8:.885/65, 5-8=-501/99 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-18; Vult=90mph (3-second gust) Vasds71mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: Enclosed; MWFRS (directional) and C-C Extertor(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0 , lnterior(1) 13-6-0 to 23-0-0 zone; cantilever left end right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) One RT4 MITek connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection Is for uplift only and does not consider lateral forces. £ WARNING -VOlffy design porametets and RE.AO NOTES ON THIS ANO INCLUDED MITEK REFERENCe PAGE Mll-74 73 rov. 5119/2020 BEFORE use Design valid for UH only wttn MITtk41> e<>nnedort. TIiis design Is based only upon parameters llhown, and Is for ■n lndhlidual bulkllng component, not a truu syllem. S.f01t uu. the building deslgnlf mull ve<ily the apt)IIC<tbllity of dHlgn parameters ■nd property lncorporote 1n1, design Into the overall building design. Bracing Indicated 1, to prevent buc:kJlng of lndhlidutl truss woo and/or cncml membets only. Addftlontl tempora,y tnd pennanent bftclng Is alWays requlNod for 1t1bllity and 10 prevent collapse wnn poSlll>l<I f)0™"111 lnju,y and property damage. For gentrol guldonce regarding tne ltbf1catlon, llorage, delve,y, erection Ind bracing of tru, ... and truss sy1tem1, ... ANSVTPff Qw//fy Crlttlfl, 0$8-# ,nd SCSI /lu{ld{ng Componont ~ lnformlldon avalltble ftom Truss Plate lnstltule, 2670 Crain Hlgtlway, SUit• 203 W.ldo<I, MO 20e01 September 13,2022 Nii Milek· MITek US/\, Inc. 400 SUnriH Avenia, SUit• 270 Ro-"'Rt CA o...,., Job . • • Truss Truss Type Qty Ply . • " R72583239 CHINQUAPIN T1C FINK 1 1 • . . ' Job Reference lootJonell Pacific Truss (El Cajon), El CaJon, CA-92021, 5-7-14 8.530 s Aug 11 2022 Milek Industries, Inc. Tue Sep 13 08:47:48 2022 Page 1 ID:e6avtqew_bABb_Okw8Kq3pzoDqt-DRCLF6M87UQfuFRpoE4DLZlv82DPEHpYlaxgq5ye5Tv 15-4-2 21-0-0 23-0-0 I 4-10-2 I 5-7-14 I 2-0-0 I 5-7-14 4-10-2 Scale= 1:40.1 4x4 = 4 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4.00112 10 3x6 = 3x4 = 3x4 = 6-7-14 6-7-14 Plate Offsets (X Yl-[2·0-4-0 Edoel [6·0-2-2 Edge) I I I I LOADING (psf) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCOL 15.0 LumberOOL 1.25 BC 0.50 BCLL 0.0 • Rep Stress Iner YES WB 0.23 BCDL 10.0 Code IBC2021/TPl2014 Matrix-S 12-6-0 5-10-2 DEFL. Vert(LL) Vert(CT) Horz(CT) 3x4 = in (loc) -0.11 6-8 -0.22 6-8 0.02 8 1.5x4 .,:;, 3x6 = 8-6-0 Vdefl Ud PLATES GRIP >888 240 MT20 220/195 >447 180 n/a n/a Weight: 84 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS 2x4 OF No.2 2x4 OF No.2 2x4 OF No.2 BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 3-5-15 oc puriins. Rigid ceiling directly applied or 3-10-5 oc bracing. REACTIONS. (size) 2=0-3-8, 8=0-3-8, 6=0-3-8 Max Horz 2=30(LC 34) Max Uplift 2=-933(LC 35), 8=-72(LC 36), 6=-799(LC 38) Max Grav 2=1223(LC 44). 8=1193(LC 1), 6=946(LC 33) FORCES. (lb). Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3180/2770, 3-4=-1721/1412, 4-5=-966/1264, 5-6=-2275/2343 BOT CHORD 2-10=-2582/2974. 8-10=-1152/1142, 6-8=-2245/2165 WEBS 3-10=-374/110, 4-10=-52/650, 4-8=-885/261. 5-8=-501/99 NOTES· 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=90mph (3-second gust) Vasd=71mph; TCDL=6.0psf; BCOL:6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C: Endosed: MWFRS (directional) and C-C Exterior(2E)-2-0-0 to 1-0-0, lnterior(1) 1-0-0 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0 . lnterior(1) 13-6-0 to 23-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between 1he bottom chord and any other members. 5) Two RTT Milek connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection Is for uplift only and does not consider lateral forces. 6) One RT4 MiTek connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 7) This truss has been designed for a total drag load of 5000 lb. Lumber OOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 238.1 plf. 8) Double installations of RTT require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. ,A. WARNING -Verify design paramelers and READ NOTES ON THIS AND INCLUOED MITEK REFERENCE PAGE Mll-7473 n,v. 5M/'2020 BEFORE USE Design valid for use only wHh MIT eke connlCIOB. Thia design Is based only upon paramelffl lhown, end la for an 11\dlvldual building compone,., not 1 truH ayatem. Bel'oAI uH, the IMJlldlng designer muot W<lly the 1ppl1<ab111ty or dtllgn parameters and p<operty Incorporate this design Into the 0-111 buidlng dHlgn. 8111Clng lndlcl1od 11 to p,evont buckling of Individual truss web and/or chonl momb<lrs only. Addftlonal temporary and parmanenl bracing 1, alway& required for otablllty and to prevent collapse wtth posaiblo personal Injury and property damage. For gentrtl guidance regarding the fabncallon, otonigo, tltlvery, erection and bracing or INHH and INH ayatems, -AHSVTPlf Quality C-•· OSB-# end SCSI Bulldlng Component s.r.iy lnfolmlltlon IVlllable f!om Truss PIiio lnl!Huto, 2670 Crain Highway, SUHo 203 W.ldo,f, MO 20601 September 13,2022 Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. o-'~6" For 4 x 2 orientation, locate plates 0-~.~ from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION </ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1 : National Design Specification for Metal OSB-89: .BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 0:: 0 J: (.) a.. 0 I- Numbering System 8 6-4-8 1 dimensions shown in ft-In-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 WEBS C7-8 C&-7 BOTTOM CHORDS 7 6 5 0 0:: 0 J: (.) a.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiT ek® All Rights Reserved --~ Milek® MiTek Engineering Reference Sheet Mll-7473 rev. 5/19/2020 £ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Add~ional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and aft other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at eadl joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses wiH be su~ably protected from the environment in acconl with ANSlfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or greoo lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in aH respects, equal to or better than that specified. 13. Top chords must be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 n. spacing, or less. if no ceding is installed, unless otherwise noted. 15. Connections not shown are the responsib~ity of others. 16. Do not cut or alter truss member or plate without poor approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of greoo or treated lumber may pose unacceptable environmental, health or pertormance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bade, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture In accordance with ANSVTPI 1 Quality Crneria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. .. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 Coastal Dream Homes 1170 Chinquapin Avenue Carlsbad, California 92008 February 23, 3023 Project No. 22-1106G6 Subject: Reference: Report of Field Density Tests for Proposed Residence Additions 1170 Chinquapin A venue Carlsbad, California 92008 "Geotechnical Investigation for Proposed Residence Additions, 1170 Chinquapin Avenue, Carlsbad, California 92008", Project No. 22-l 106G6, Prepared by East County Soil Consultation and Engineering, Inc., Dated May 23, 2022. Ladies & Gentlemen: This report presents the results of field density tests performed on the building pad, including the backfill of the retaining wall for the proposed residence additions at the subject site. Site grading and backfill were conducted between December 14, 2022 and February 17, 2023 under the observation and testing of a representative of East County Soil Consultation & Engineering Inc. The surface soils within the addition areas and to a distance of at least 5 feet outside building limits were removed and replaced with compacted fill to depths of 2 to 3 feet. Fill soils consisting of on-site and imported silty sand were placed in 6 to 8-inch-thick lifts, moisture-conditioned around the optimum moisture content and compacted to a minimum of 90 percent relative compaction. Compaction was achieved with the aid of a track loader. In-place field density tests were performed on the compacted fill in accordance with ASTM Dl 556 (Sand Cone Method). The results of the field density tests, and fill compaction values are presented on Table 1, Fill Compaction Test Results. Results of laboratory maximum density tests of the fill soils are presented on Table 2, Laboratory Maximum Density Test Results. The approximate field density/fill compaction test locations are shown on Figure l . Report of Field Deatity Tests for Propoled Residellee Add.mom 11170 Cbinqupln Avenue Carlsbad, C.lifontia 92008 Pal"e2 February 23, 2023 Project No. ll-JJ06G6 Based on our field observations and fill compaction test results, it is our opinion that the grading and fill compaction were performed in accordance with the referenced geotechnical report and local grading ordinances. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 Attachments: Tables 1, 2 and Figure 1 EAST COUNTY SOIL OONSULTATION AND ENGINEERING, INC. Report of Field Density Tests for Proposed Residence Additions ,12170 Chinquapin Avenue Carlsbad, California 92008 TABLE 1 FILL COMPACTION TEST RESULTS TEST SOIL FILL FIELD FIELD MAXIMUM NO. TYPE DEPTH MOISTURE DRY DRY (FEET) CONTENT DENSITY DENSITY (%) {PCF) {PCF) 1 1 2 6.9 117.4 130.0 2 1 2 7.0 119.6 130.0 3 1 4 L0.6 128.2 130.0 4 1 1.5 10.2 124.<> 130.0 5 l FG 6.3 124.8 130.0 6 l FG 8.3 117.4 130.0 7 l FG 7.9 125.8 130.0 8 2 2 5.0 124.5 136.0 9 2 FG 4.8 123.9 136.0 FG = FINISHED GRADE TABLE2 Pagel February 23, 2023 Project No. 22-1106G6 FlLL COMPACTION (%) 90 92 99 96 96 90 97 91 91 LADORA TORY MAXIMUM DENSITY TEST RESULTS ASTMD1557 SOIL SOIL MAXIMUM OPTIMUM TYP DESCRIPTION DRY DENSITY MOISTURE E (PCF) CONTENT (%) I DARK REDDISH BROWN, SIL TY SAND 130.0 9.3 2 GRAY, SIL TY SAND (IMPORT) 136.0 7.5 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. . Report of Field Density Tests for Proposed Residence Additions . 12170 Chinquapin Avenue Carlsbad, California 92008 FIGURE 1 Page4 February 23, 2023 Project No. 22-1106G6 LOCATIONS OF FIELD DENSITY/FILL COMPACTION TESTS r----- EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. " EAST COUNTY SOIL CONSULT t=\VEO AND ENGINEERJNG, INC. 1 5 'l.~'l.?.. 10925 HARTLEY ROAD, SUITE "I" ~UG c O SANTEE, CALIFORNIA 9207crrY Or Cf\RL-.,~6N TEL. 619-258-7901 BUILDING o\\JI--' Coastal Dream Homes 1170 C'hinquapin Avenue Carlsbad, California 92008 May 23, 2022 Project o 22-I I 06G6 Subject: Geotechni<'al Investigation for Proposed Residence Additions 1170 Chinquapin Avenue Carlsbad, California 92008 Ladies & Gentlemen In accordance with your request, we have performed a geotechnical investigation at the subject site to evaluate the geotechnical site conditions and provide recommendations for design and construction of the proposed residence additions. SCOPE OF SERVICES The following scope of work was performed for this investigation 0 0 Site reconnaissance and review of published geologic and geotechnical reports and pertinent to the project area 0 Suhsurface exploration consisting of drilling three test horings within the general areas of the proposed construction The test bonngs were logged by our project supervisor 0 Collection of representative soil samples at selected depths. The obtained samples were stored in sealed containers and transported to the soil testing laboratory for subsequent analysis. 0 Laboratory testing of samples representative of the types of soils encountered during the subsurface exploration. 0 Geotechnical analysis of the field and laboratory data, v.-hich provided the basis for our conclusions and recommendations 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed construction. PC2022-0037 1170 CHINQUAPIN AVE 1170 CHINOUAPIN: EXISTING SFD REMODEL (1,900 SF), ADDITION (1,827 SF). ATTACHED DECK (1,123 SF); NEW ATTACHED (3 CAR) GARAGE 800 SF); NEW 2ND STORY 2062612600 8/15/2022 PC2022-0037 Gcotcchnical lmc~tigation for Propo~cd Rc,idcncc Addition, 12170 Chinqua11in A\'Cnuc Carlsbad, California 92008 SITE DESCRIPTION AND PROPOSED CONSTRl'CTJON Pa~c 2 l\1a~ 23, 2022 Pro,jcct No. 22-1 l06G6 The site location is shown on the attached Vicinity Map, Figure I The site is an irregular-shaped, pan-handle residential lot located on the north side of Chinquapin Avenue in Carlsbad, California The lot is bordered by Chinquapin Avenue to the south and other residences to the north. east and west The site is presently occupied b, a one-story single-family residence. The lot slopes gently to moderately down to the west Vegetation com,ists of grass. shrnbs and trees The site plan prepared by New Modern Design indicates that the proposed construction will consist of a one-story, wood-framed addition to the northeast portion of the existing residence, and a new garage located to the southeast side of the existing house fhe floors will be both slab-on-grade and raised-wood SUBSURFACE EXPLORATION AND LABORATORY TESTING Three test borings were drilled on May I 0, 2022 to a ma"imum depth of S teet with a hand auger The approximate locations of the test borings are shov, n on Figure 2 Logs of the test borings are shown on Figure 3 Following the subsurface exploration, laboratory testing was performed to evaluate the pertinent engineering properttes of the foundation soils The laboratory tests included in-place moisture content and dl) density tests, s1e\e analysis and an expansion index test The tests were performed in accordance with ASTM standards The test results are shown on the Logs of Test Bormgs. Figure 3 and on the Results of Laboratory Tests. Figure 4 SUBSURFACE SOIL CONDITIONS The subsurface soil desc1iptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface soils are presented on the Logs of Test Borings. Figure 3. and are "ummarized as follows fopsoil· Topsoil was encountered in the borings to a depth of 6 to 18 inches and consisted of dark brown. dry. loose and porous. silty sand with some small roots Slopewash Slopewash was encountered below the topsoil in Borings B-2 and B-3 to a depth of about I 5 to 3 feet The slopewash consisted of light reddish brown, dry to moist. loose to medium dense silty .;and r errac~Q.sit~ Terrace deposits were encountered beneath the topsoil and slopewash to the maximum depth e,plored of 5 feet The terrace deposits consisted of reddish brown, dry to moist. medium dense to dense. silty sand EAST COU~TY SOIL CONSULTATION A~D ENGINEERING. INC Gcotcchnical lnwstij!lltion for Pro1l0scd Residence Additions 12 l 70 Chinquapin A,cnuc Carlsbad, California 92008 SOIL PROPERTIES a. Compressible Soils P:tj!C J Ma~ 23, 2022 Project No. 22-1106G6 Our field observations and testing indicate that loose topsoil and slopewash exist to a depth of about 6 inches to 3 feet below existing grades. b Expansive Soils An expansion index test (ASTM D 4829) was performed on a representative sample of the terrace deposits The results of the test are shown on Figure 4. An expansion index of O was obtained which indicates the terrace deposits are very low expansive c Groundwater Static groundwater was not encountered to the depths of the test borings. The proposed building areas are located at an elevation over 50 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report SEISMIC DESIGN VALUES Se1sm1c design values are presented on the auached Figure 5 GEOLOGY From geologic maps published by the State of California, the site is underlain by sedimentary terrace deposits. There are no known geologic hazards such as landslides, liquefaction-prone areas, or earthquake faults at the site However, the proposed residence additions are subject to ground shaking and possible damage from earthquakes on nearby or more distant, active faults. CONCLUSIONS Construction of the proposed one-story residence additions is foasible fi-om a geotechnical standpoint prnvided the recommendations presented in thic; repnrt are properly implemented during constn1ction EAST COUNTY SOIL CONSULTATION AND F.NCJNEERING, INC. Gcotcchnical Investigation for Proposed Rcsidcncr Additions I 2170 Chinquapin A, cnuc Carlsbad, California 92008 RECOMMENDATIONS SITE GRADlNG a. Site Clearing and Grubbing Page 4 May 23, 2022 Pro,ject No. 22-J l06G6 Areas of new construction should be cleared of vegetation, su1face obstructions and other deleterious materials. These materials should be properly disposed of ofT-site. b. Removal of Loose Surface Soils Within the new garage floor slab area, the upper 12 inches of loose topsoil should be removed; the bottom of the excavation should be scarified, moisture-conditioned within 2 percent over optimum and compacted to at least 90 percent relative compaction. Actual removal depths should be confirmed during grading by our field representative. c. Temporary Slopes and Excavations Temporary vertical slopes and excavations should not exceed 5 feet in height. Temporary slopes and e:\cavations greater than S feet in height should be shored or laid back at a maximum slope ratio of I : I (horizontal to vertical). d Compaction and Method of Filling Prior to fill placement, the exposed subgrade soils should be scarified to a depth of 6 to 8 inches, moisture-conditioned within 2 percent above the optimum moisture content and compacted to at least 90 percent relative compaction. The on-site soils may be reused as compacted fill, provided they are free of organic materials and debris, and rocks or cobbles over 6 inches in dimension Any impo11ed fill soils <;hould be predominantly granular and approved by our field representative. All fill and trench backfill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM DI 557 Fill should be placed at a moisture content within 2 percent above the optimum moisture content, in lifts 6 to 8 inches thick, with each lift compacted by mechanical means All grading, fill placement, and compaction should he performed in accordance with the grading requirements of the City of Carlsbad Fill placement and compaction should be observed and tested as necessary by our field representative. EROSION CONTROL Due to the predominantly sandy nature of the on-site soils, areas of recent grading or exposed soils 11111y be subject to erosion During construction, surface water c.hould he controlled via berms, gravel/ EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotcchnical ln\'estigation for Pro1>oscd Rc~idcncc Additions 12170 Chinquai>in Awnuc Carlsbad, California 92008 Pagc5 Ma~ 23, 2022 Project No. 22-I I06G6 sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to tht! finish wo1 k or adjoining properties All t.ite entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BM Ps) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas ~here water might pond FOUNDATIONS a The proposed one-story additions may be supported on new, continuous and/or individual footings extending through the upper topsoil and slopewash and at least 6 inches into the underlying medium dense to dense terrace deposits. Continuous footings should be reinforced with four #4 bars, 2 tops and 2 bottoms. Total footing depths should be at 2 feet below adjacent, existing grades. New, individual footings should be at least 18 inches square and reinforced with a grid of #4 bars spaced 12 inches on centers (each way) and placed on concrete blocks at the bottom of the footing Footing depths should be confirmed by our field representative b An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and spread footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils or dense terrace deposits as set forth in the 2019 California Building Code This value may be increased hy 400 psf for each additional foot of depth or width to a maximum value of 4,000 psf. c. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 350 pounds per cubic foot. A coefficient of friction of 0.4 may also be used If passive and friction values are used together, the passive value should be reduced by one-third. d All footing excavations should be observed and approved by our field representative e. For design purposes, total and differential settlement:. of 1/z inch and 1/4 inch respectively may be utilized. FLOOR SLABS Floor slabs should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slahs The reinforcing steel should he supported on steel chairs or concrete blocks Floor slabs should be underlain by 2 inches of clean sand over a I 0-mil visqueen moisture barrier over 2 inches of clean sand To minimize the potential for shrinkage cracks, concrete should have a minimum compressive strength of 3,000 psi and maximum water-cement ratio of O S. No special inspection of concrete is required. Some shrinkage cracks are still possible. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. GcotcchnicaJ fn\'csti~ation for Pl'Oposcd Residence Additions 12170 Chinquapin A "enue Cal'lsbad, California 92008 DRAINAGE Page 6 Ma~· 23. 2022 Pro,ject No. 22-J J06G6 Surface water should not be allowed to pond next to buildings. Finished grades should slope at least 2 percent away from buildings and along drainage swales Roof gutters and downspouts connecting to solid outlet pipes are recommended. Outlet pipes shou ld be discharged to an approved outlet LIMITATIONS OF INVESTIGATION Our investigation was perfom1ed using the skill and degree of care ordinarily exercised under similar circumstances by reputable soil engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this repo1t. This report provides no warranty, either expressed or implied, concerning fi1ture building pe,formance. Future damage from geotechnical or other causes is a possibility. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. The samples collected and used for testing, and the observations made, are believed representative of site conditions, however, soil and geologic conditions can vary significantly between test borings, test pits and surface exposures. As in most major projects. conditions revealed by construction excavations may vary with preliminary findings . If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adJusted as required or alternate designs recommended . This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative to ensure that the infom1ation and recommendations contained herein are brought to the attention of the project architect and engineer Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such reconunendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addit1on, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geot~chnical Investigation for Proposed Residence Additions 12170 Chinquapin Avenue Carl$bad, California 92008 ADDITIONAL SERVICES Page 7 May 23, 2022 Project No. 22-1 I06G6 A review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. ,is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services provided by our finn and should be budgeted within the cost of development. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Mamadou Saliou Diallo, P.E. RCE 54071, GE 2704 L Attachments: Figures 1 through 5 and References EAST COUNTY SOIL CONSULTATION AND ENGINEER1NG, INC. Gcotcchnical lmestigation for Pro11oscd Residence Additions 121 70 Chinqua1>in A,enuc Carlsbad, California 92008 . , FIGURE I VICINITY MAP Page8 Ma) 23, 2022 Project No. 22-l 106G6 t" EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Geotechnical ln"cstigation for Pro1>oscd Residence Adtlitiom 12170 Cbinqua1>in A,enue Carlsbad, California 92008 FIGURE 2 LOCATIONS OF TEST BORINGS LEGEND B 2 8 APPROXIMATE LOCATION OF TEST BORING Page9 Ma~ 23, 2022 Project No. 22-t lll6G6 £AST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. Geotechnkal lnn:·stigation for Proposed Residence Additions 12170 Chinquapin A\'enue Carlsbad, California 92008 DEPTH Surface 0.5' I O' 4 O' FIGURE 3 LOGS OF TEST BORINGS BORING B-1 SOIL DESCRIPTION TOPSOIL dark brown. dr:. loose. silty sand" 1th small roots TERRACE DEPOSITS reddish bro\,n. di) to moist. medium dense to dense. silt~ sand It ti II If 11 bottom of bormg. no ca, ing. no groundwater Bonng backfilled 5/ I 0/2022 Pa~c 10 Ma~ 23, 2022 Project No. 22-1106G6 y M 123.2 10.1 ----------------------------------------------------------.. ----------------------------------------------------------------------- DEPTH Surface 15' 2 O' 3 O' 5 O' DEPTH Surface 1.0' l.5' 3.0' BORING B-2 SOIL DESCRIPTIO1'1 TOPSOIL dark bro,\11. dry, loose. silt:-sand ,, ith small roots SLOPEWASH light reddish bro\\ 11, dr~. loose to medium dense. silt: sand ti II It ti 11 11 ti TERRACE DEPOSITS reddish brO\-.n. moist. medium dense to dense. silt~ sand bottom of boring. no ca, mg. no ground\\ atcr Bormg backfilled 5/ I 0/2022 BORING B-3 SOIL DESCRIPTION TOPSOIL dark br0\n1. dr:. loose. silt~ sand ,, 1th small roots SLOPEWASH light reddish bro,\n. dr:. loose to medium dense. sil~ sand TERRACE DEPOSITS reddish bro-.,n. d~ to moist. medium dense to dense. silt) sru1d bottom of boring. no ca, mg. no ground\\all.:r Bonng backfilled 5/ I 0/2022 y M 111 I 2 5 y M Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN % EAST COUNTY SOIL CONSULTATION AND ENGINEERING. INC. Gcotcchnical lm·cstigation for Proposed Rt>sidence Additions 1.2 J 70 Chinquapin A \.'Cnue Carlsbad, Californi.1 92008 FIGURE 4 Page 11 Ma) 23, 2022 Project No. 22-1106G6 RESULTS OF LABORATORY TESTS j TEST INITIAL LOCATION MOISTURE CONTENT (%) B-l a l.5' 9.0 U.S. Standard Sieve Size 2" I" 1/2" 1/8" #➔ #8 #1(, #:Hl #50 #100 #200 uses EXPANSION INDEX (ASTM D 4829) SATURATED INITIAL DRY MOISTURE DENSITY CONTENT (PCF) (%) 17 8 I1 l.6 I PARTICLE SIZE ANALYSIS (ASTM D422) Percent Passing B-2 'it 2.0' Slone~ash - - - - - 100 l)l) 87 -U> 21 l"i SM EXPANSION EXPANSION INDEX POTENTIAL 0 \'ERY LOW Percent Pa<1~iog B-1 'QI t.5' Terrace Deposits - - - - 100 I 99 ')8 89 5(i 19 :u I SM EAST COUNTY SOIL CONSUL TATJON AND ENGINEERING. INC. Geotechnical rmestigation for Pro1>0sed Residence Additions 12170 Chinqua1>in Avenue Carlsbad, California 92008 FIGURE 5 SEISl\ttlC DESlGN V ALlJES The following CBC seismic design values may be used 1170 Chinquapin Ave, Carlsbad, CA 92008, USA Design Code Refenmce Document Risk Category Site Class Type Value Type Value Description Description Page 12 May 23, 2022 Project No.22-1106G6 ,....,~ t' •' l. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. Gcotcchnical Jnw!ltiJ?ation for Pro,,oscd Rc,idcnce Additions 12170 Chinqua1>in A, cnue Carlsbad. California 92008 REFERENCES Page 13 M.t) 23, 2022 Project No. 22-1 IO(,G6 "2019 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council 2. "Geologic Map of the San Diego 30' x 60' Quadrangle, California'', by Michael P. Kennedy and Siang S Tan, 2008 3 "Geotechnical and Foundation Engineering Design and Construction" by Robert W Day. 1999 4. "Maps of Known Active Fault Near-Source Lones in Cal ifornia and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials 5 "Geologic Maps of the Northwestern Part of San Diego County. California .. , Department of Conservation, Division of Mines and Geology, bv Siang S Tan and Michael P Kennedy, 1996 6 ''Beanng Capacity of Soils. Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. T . Published by ASCE Press, l 994 7 "Foundations and Earth Structures, Design \ilanual 7.2", by Department of Navy 1\Javal Facilities Engineering Command. May 1982. Revalidated by Change I September 1986 8 ''Ground Motions and Soil Liquefaction during Earthquakes". by 11 B Seed and I M. Idriss, 1982 E:AST COUNT\ SOIL CO SULTATION AND ENGINEERING, 11\C. {cityof 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 issui ng a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: PC2022-0037 ------------------- Permit #: CBRA2022-0171 CBRA2022-0170 Project Address: 1170 CHINQUAPIN AVE & 1172 CHINQUAPIN (ADU) Assessor's Parcel #: 2062612600 ------------------- Project Applicant: COASTAL DREAM HOMES LLC (Owner Name) Residential Square Feet: New/Additions: 1,30B SF 800 SF Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: N/A ------------------- City Certification: City of Carlsbad Building Division Date: 10/24/2022 Certification of ApplicanUOwners. 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 @ 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 D San Dieguito Union H.S. District 684 Requeza Dr. 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 Appl.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION UC i 2 6 2022 (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District OfficiaCI2,., , -0 , ~ , ,;.,,.___ t~ ~ Q Q . (_~, 61...'-'f\ \ \JY'.LL~ Title: S , ~ ~ Y': \~~le. 4 I\~ Date: IO -8.] ---Q. '.s, ARl.sBAou7FIED SCHOL DISTRICT Name of School District: 6225 EL CAMINO REAL Phone:'] b Q 33 )-1)"od) CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. OWNER(S)/OWNER1S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) E-29 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP A BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C C C 0 ..., ..., 0 0 :;:; C C " :;:; :;:; c,, 0 <V " <V " 1/) C u u C C c,, E C E C ..., 0 :::, :::, 0 'o ·c a. 0 0 0 E ..., '--'--<V <V <V :;:; '--·s :::!: " 1/) c,, '--..., ..., C '->, c,, ..., C <2> '--C <V C: 1/) 1/) 1/) 0 ·c 0-'--0 C 1/) c,, a. <V > <V Best Management Practice* <Id Oc ·a. ·c -C 1/l C '--<.!) '--w C 0 0 C 0 CD '--0 <V 0 <V > :;:; 3::...., 1/) 3: 1/) '--<V 0 C u <V ..., <V 0 ..., .c C I-E UL 1/) 0 " Q) Cl) :::!: C <2> C C (BMP) Description ➔ 1/) u v en ·e Cl) c,, <V c,, CD 'i5 C c,, C " 1/) 3:: C Cl <V ..., <V 1/) <V <V :5 ~ <V <V ..., 0 0 3: C '--0 11.!:!;'._ " >, 0 Cl) Cc 0 ::::, > ~ E :::, E u c <V :;:; Cl C Cl CD en·-c,, Cl:;:; ~o u <2> Oo c,, <V X :::!: Cl c,, C <V a::: E 0 N (I) u CJ'):;:; <V <2> C ~~ c 'o.. ..__ 3:: <2> 0 <V 0 <V ..., :::, E~ = (I) = 3: ::0 Cl.. 0 c,, ~ c,, <V Ql LL E .:.:. Q) .0 .._.-cO 0 ·c:: '--0 ·c .:.:. '--" .C C '--<2> :::, :0 <2> ·--, ~t, " 0 oo ..., 0 ...,,_ 0.. 'o u <V > <V u " '--..., .0 0 -~ ~ 0 ·-0 <V '--<V u _..., 0 '--0 ..., <V 0 C 00 0 '--..., .c <2> ..., 0 ..., 0 = C •-C NC <V 0 0 '--0 <V .c .D '--.!:;o 0 ..., '--..., c,, .Bo 00 0 ~u o..., 0 ..., a. 0 oo oo <.!) 3:: WC) c7i v5 en u i.:i: <.!) en> en en o... en C en a::: 3:: a: o...o Cl.. :::!: en :::!: en enu en:::!: I::!: CASQA Designation ➔ " IX) 0) ~ I") -.:t l[) CD " IX) 0 N -I") " IX) N I") v l[) CD 'T ~ -I I I I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w g: g: en en en en :::!: :::!: :::!: :::!: i :::!: Construction Activity w w w w en en en en en en en en z z z z 3:: 3:: 3:: 3:: 3:: Gradinq/Soil Disturbance Trench ina /Excavation Stockoilina Drillina/Borina Concrete/Asphalt Sawcuttina Concrete Flatwork Pavinq Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staaina/Lav Down Area Eauioment Maintenance and Fuelina Hazardous Substance Use/Storaae Dewaterinq Site Access Across Dirt Other (list): Instructions: 1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: \\70 °'""~~"1 A,e Assessor's Parcel Number: za,-Zb\ ... zt,-00 Emergency Contact: Name: s\C"C-~ 24 Hour Phone: 85 f , '"i'fZ • .S& Z: Z:.. Construction Threat to Storm Water Quality (Check Box) 0 MEDIUM Zl_ LOW <V ..., 1/) O+' 3:: C <V v E ..., <V <V c,, l3o cc oo U:::!: IX) I :::!: 3:: Page 1 of 1 REV 11/17 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITlONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULA TlONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. 6WNER(S)/OWNER1S AGENT NAME (PRINT) OWNER(S)/OWNER'S AGENT NAME (SIGNATURE) E-29 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP A~·vr-rrov BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C C C 0 .... .... 0 0 :;:; C C "O :;:; :;:; O'I C Q) "O Q) "O en C u u C C O'I E C E C .... C .... ::::, ::::, 0 'c ·.: ,Q.. C C C E Q) .... .... :;:; .... Q) Q) ::;; -o en O'I .... .... -C .::::::.. ::::, >, O'I .... C Q) .... C Q) c en en en §Z ·.: c-.... C C en ~ O'I Co a. Q) 'a. ·.: -C en C .... w ~ C 0 C Best Management Practice* C C CD .... 0 Cl) 0 .... (!) Q) :;:; ~-en 3:: en t== Q) C C <..> Cl) .... Q) C .... en .c C E Q) O'I CD 'o C <..> .... en "O en ~ "O Q) en ::;; C Q) C C (BMP) Description ➔ u Q) en ·o Q) en O'I C'I C C Cl :::> Q) .... Cl) en Q) Q) :5 ~ Q) .... C C 3:: C .... 0 1l~ "O >, o en Cc C > ~ E ::::, E .... u 0 CD en ·-Co Q) Q) :;:; Cl C Cl O'I Cl·-l!;l C <..> Q) O'I X ::;; Cl c,, C Q) a:: E C .... N en u 0-.:;:; Q) Q) C 0 Q) 0 a. ..__ ~ Q) 0 Q) Q) C Q) E .Y. Q) .... ::::, .0 E ~ = gi = 3:: .... ·-::0 u·c ·-O'I ·.: 0... 0 C'I "O C'I .... "O .C C Q) LL. u .... Q) ::::, "O ·-"O ~o cC .._ C Q) .Y. .... "O C 6 C 0 .... ·-0. 'c Q) > Q) u ........ .0 .... .0 C ·-.... C •-C Q) .... u _ .... 0 .._ C .... Q) C C 0 0 C O'I Ei ~ .... .c Q) -o -0 = C •-C NC Q) ~ C .._ 0 Q) .c .0 .... .t;c C ........ .Bo cc 0 Q) _ c-C .... 0. 0 oc cc (!) WC) u5 u'i en <..> G: (!) en> en en a.. (I) C en a:: ~ct a..o a.. ><..> ::;; en ::;; en en<..> en::;; :r: ::;; CASQA Designation ➔ r---CX) O> .... I") v l.l') r---CX) 0 N I") r---CX) .... N I") v l.l') co .... .... co .... .... I I I I I I I I I I I I ' I I I I I I I I I I I <..> <..> <..> <..> w w w w w w w w g; g; en en en en i i i j i i Construction Activity w w w w en C/) C/) C/) en C/) en en z z z z Gradina/Soil Disturbance Trench in a /Excavation Stockoilina Drillina/Borina Concrete/ Asphalt Sawcuttina Concrete Flatwork Pavinq Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Staaina/Lav Down Area Eauioment Maintenance and Fuelinq Hazardous Substance Use7Storaqe Dewaterinq Site Access Across Dirt Other Clisfr Instructions: 1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to appl y them to the project. PROJECT INFORMATION Site Address: ·\ 11¢ Cl,. ~(A,~J<), fl '1. .PNe Assessor's Parcel Number:, ZDG-U-1-z.,-oo Emergency C~t: Name: \Jc:, f~ 24 Hour Phone: ass · Cf'f l, -35:Z.Z- Construction Threat to Storm Water Quality (Check Box) □ MEDIUM ~LOW Q) .... en c .... ~c Q) Q) E .... Q) Q) O'I be cc oc <..> ::;; CX) I ::;; ~ Page 1 of 1 REV 11 /17 C City of Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov PURPOSE \) \ \} 1~11 ~ _,,.. This checklist is intended to help building permit applicants identify which Clir!it Action Plarf(6AP1~ordinance requirements apply to their project. This completed checklist (B-50) must be included with-th£buikling permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this docwment 1>Y clicking on the provided links to each municipal code section. :, - NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC ResldenUal Eneigy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC Cs:een 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 ordi~ check N/A and provide an explanation or code section describing the exception. .---Details on CAP ordinance requirements are available at each section by clicking on the municipal code link providue project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMG) and/or Energy C e a Green Code sections. ~------------------. -----------------· -------------- -~--_ ' , 'r. -I I, -----· ---------------------------·------------------~---·-- Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: BP No.: Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: dew Mob ~n ct'f, A).,,,cive, V,ew ~-1\0 AppllcantSlgnaturec ~ Contact Email: jO'.l.'9lV\ @w;w~~V) .(M Ye\ ).)v,..v I Cit q Z.O\., Date: O<a /15/roi'L. ~~ B-50 Page 1 of 7 Revised 05/22 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. Building Permit Valuation (BPV) $ breakdown _______ _ ConstruGtion Type E] Residential ~ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 D Nonresidential -- □ New construction □ Alterations: □ BPV ~ $200,000 or additions~ 1,000 square feet □ BPV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition 1. Energy Efficiency Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in wh ich at least 20% of its conditioned floor area is residential use 2A*, 3A*, 1B, 2B, •includes detached, newly constructed ADU 4A*, 3B, 4A N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B, 2B, 5 Building alterations of~ 75% existing gross floor area 2B, 5 1B also applies if BPV ~ $200,000 Please refer to Cartsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infonmation. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residential addition or alteration~ $60,000 building permitvaluation. □ N/A _________ _ Details of selection chosen below must be placed on the plans referencing CMC 18.30.190. □ Exception: Home energy score~ 7 ( attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing D Attic insulation D Cool roof □ Attic insulation D 1978 and later Select one option: □ Lighting package D Water heating Package □ Between1978and1991 Select one option : □ Ductsealing D Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package D Water heating package Updated 4/16/2021 3 B. D Nonresidential* new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000 square feet. See CMC 18.21.155 and CALGreen Appendix AS □ N/A AS.203.1.1 Choose one: D .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) □ .3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaustairheatrecovery □ N/A AS.203.1 .2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoorlightingANDmechanical) □ N/A AS.211.1 ** D On-site renewable energy: □ N/A AS.211.3** D Green power. (If offered by local utility provider, 50% minimum renewable sourc.es) □ N/A AS.212.1 D f:levators and escalators: (Projectwith more than one elevator or two escalators) D N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ N/A * Includes hotels/motels and high-rise residential buildings ---------- ** Foralterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, OR alterations that add 2, OOOsquarefeetofnew roofaddition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems A. ~ Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3B below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) I 1,000 + (1.15 x#d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75¾ existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the followin g methods: □ Gross Floor Area (GFA)Method GFA: □ If< 10,000s.f. Enter: 5 kWdc Min. System Size: □ If;;: 10,000s.f. calculate: 15 kWdcx (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 ♦ D Time-Dependent Valuation Method AnnualTDV Energy use:*** ______ .x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A ~ Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. ~ For systems serving individual dwelling units choose one system: J([. Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems servlng multiple dwelling units, install a central water-heating system with ALL of thefollowing: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/ 16/21 5 4. Electric Vehicle Charging A;:§! Residential New construction and major alterations* Please refer to CMC 18.21.140 when completing this section. \16Qne and two-family residential dwelling or townhouse with attached garage: • P(One EVSE Ready parking space required D Exception: D Multi-family residential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% ofEVSE)I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: (1) foroneand two-family dwellings and townhouses with attached garages, alterations have a building permit valuation 2!$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation 2! $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. 0 Nonresidential new construction (includes hotels/motels) D Exception : _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 1 □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSEspaces = .10x Total parking spaces proposed (rounded upto nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 ,, 5. □Transportation Demand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (fDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTOM is applicable to your permit, staff will contact the applicantto develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retai'3 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample calcvlatjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf = 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed):. __________________ _ Phone Number: _____ _ Email Address: ___________________ _ Updated 4/16/2021 7 A C City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 , www.carlsbadca.gov ' . ) ----•""' \ '~ ~\r:.:v _.." \j\J 1 ~ 1f.J?.1 ~ ~ -,... '\ -._ -. I,...,-' This checklist is intended to help building permit applicants identify which Climate Action.fJan·fCAB/ord'ina;cg requirements apply to their project. This completed checklist (B-50) must be included with the builffing 'he~it ~pplieatiori. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by cl[cking·1Sn' the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. ~ If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code I .. ,It Pi 3 !ld'--d. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Er#g~ode and Green Code sections. \,,J --...... -,r: ;, ---- • 2 ~1:r:f:1t(~t· l";~"')\=1;;,;c:~,f(s>~ - -----·· ------------------·--~--~-------~------------------------------~-------------- Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: COAb\AL VREAM HolAE& -LlC. BPNo.: Contact information of person completing this checklist (if different than above): Name: iliX\(~u\Y\ ~\ck»-oi\ Contact Phone: ~\q . 7f?'j. ?O~ 1- Company name/address: w Contact Email: 11-~ ~V'\\'\~ V,ew !)i:e-3\0 "'1 Applicant Signature:--,..6..,~-~.,.._..V _________ Date: ~/f 'o/ UllL B-50 Page 1 of7 Revised 05/22 "' .epv. Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown _______ _ Construction T}lpe □ BPV < $60,000 □ BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 D Nonresidential ," □ New construction □ Alterations: □ BPV ~ $200,000 or additions~ 1,000 square feet □ BPV ~ $1,000,000 □ ~ 2,000 sq. ft. new roof addition 1. ,Energy ,Efficiency Complete Section(s) Notes: Low-rise 2A*, 3A*, 4A*, NIA 1A,4A 1A, 4A* High-rise 18, 28, 38,4A NIA 4A 1B,4A* 1 B, 28, 38, 48 and 5 18, 5 18,28,5 28,5 A high-rise residential building is 4 or more stories, including a mixed-use building in which at least 20% of its conditioned floor area is residential use • *Includes detached, newly constructed ADU All residential additions and alterations 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Building alterations of~ 75% existing gross floor area 1 B also applies if BPV ~ $200,000 Please refer to Cartsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration~$60,000buildingpermitvaluation. □ NIA __________ _ Detailsofselectionchosenbelowmustbe placed on the plans referencingCMC □ Exception: Home energy score~ 7 18.30.190. (attach certification) Year Built Single-family Requirements Multi-family Requirements □ Before 1978 Select one option: □ Ductsealing □Attic insulation D Cool roof □ Attic insulation D 1978 and later Select one option: D Lighting package D Water heating Package □ Between1978and1991 Select one option: □ Ductsealing D Attic insulation □Cool roof □ 1992 and later Select one option: □ Lighting package D Water heating package Updated 4/16/2021 3 I D N/A B. D Nonresidential* new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000 square feet. See CMC 18.21.155 and CALGreen Appendix AS ---------- AS.203.1.1 Choose one: D .1 Outdoorlighting D .2 Restaurant service water heating (CEC 140.5) D .3 Warehouse dock seal doors. D .4 Daylight design PAFs D .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoorlightingANDmechanical) □ N/A AS.211.1 •• D On-site renewable energy: D NIA AS.211.3** D Green power. (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 D Elevators and escalators: (Project with more than oneelevatorortwo escalators) D N/A AS.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) D N/A • Includes hotels/motels and high-rise residential buildings •• For alterations~ $1,000,000 BPVand affecting> 75% existing gross floor area, OR alterations thatadd2, OO0squarefeetof newroofaddition: comply with CMC 18.30.130 (section 2B below) instead. --2footovolt~· c Systems " .. ·,· ,,•; .. . . .. : •! .·.' ., ... ·""· --' ' ' A. □ Res~ide tial new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energ Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP ection 38 below(low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. Floor Plan I (use additional CFA #d.u. Calculated kWdc* s necessary) Total System Size: kWdc = (CFAx.572) I 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception D D D D B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: D If< 1 O,OOOs.f. Enter: 5 kW de Min. System Size: D If;:: 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ** kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 -- " / 4 □ Time-Dependent Valuation Method Annual TDVEnergy use:*** ______ x .80= Min. system size: ______ kWdc ~=ic.h calculation documentation using modeling software approved by the California Energy Commission. motel new construction. Refer to CMC 18.30.170 when completing this section. mplete details on the plans. ystems serving individual dwelling units choose one system: D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 ( c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwelling units, install a central water~heating system with ALL of thefollowing: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. 0 Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/ 16/21 5 le Charging ial New construction and major alterations* to CMC 18.21.140 when completing this section. and two-family residential dwelling or townhouse with attached garage: □ One EVSE Ready parking space required □ Exception : □ Multi-family residential· □Exception · Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculations: Total EVSE spaces= .10 x Total parking spaces proposed ( rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Major alterations are: (1 )foroneand two-family dwellings and townhouses with attached garages, 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 a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existi ng primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. 0 Nonresidential new construction (includes hotels/motels) D Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 D 101-150 12 6 D 151-200 17 9 D 201 and over 10 percent of total 50 percent of Required EV Spaces Calculations: Total EVSEspaces = .1 Ox Total parking spaces proposed {rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" Updated 4/16/2021 6 5. □ Transportation Demand Mana,gement (TDM): Nonresid,ential ONLY An approved Transportation Demand Management (rDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will usethetablebelowbased on yoursubmitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Office (all)2 20 Restaurant 11 Retai'3 8 Industrial 4 Manufacturing 4 Warehousing 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10thEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration samore carcuratjons: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: __________________ _ Date: ______ _ Person other than Applicant to be contacted for TOM compliance (if applicable): Name(Printed): __________________ _ Phone Number.. _____ _ Email Address: ___________________ _ Updated 4/16/2021 7 {'cityof Carlsbad j tNSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, 'STANDARD PROJECT' with TRASH CAPTURE REQUIREMENTS, or be subject to 'PRIORITY DEVELOPMENT PROJECT' (PDP) requirements. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more > questions, please seek assistance from Land Development Engineering staff. 5 A completed and signed questionnaire must be submitted with each development project application. Only one co leted and signed questionnaire is required when multiple development applications for the same project are su concurrently. PROJECT INFORMATION The project is (check one): D New Development 'A_ Redevelopment The total proposed disturbed area is: ~QQ ft2 ( ___ _, acres The total proposed newly created and/or replaced impervious area is: sod ft2 (,__ __ ~) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID ________________ SWQMP #: ________________ _ Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV02/22 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building □ tlQ or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2 . • STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ ~ b} Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets Quidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ti accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~ If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV02/22 To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside develo ment ro·ect includes develo ment on an natural slo e that is twen -five ercent or reater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project site? A street, road, highway, freeway or driveway is any paved impervious surface used for the trans ortation of automobiles, trucks, motorc c/es, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the pro ·ect to the ESA (i.e. not commingled with flows from adjacent lands).• 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? 11. Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21.203.040 YES NO If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 6, check the first box stating, "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash ca ture uestions .. • Environmentally Sensitive Areas Include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin ( 1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV02/22 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 6, check the first box stating, "My project is a PDP .. ." and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 6, check the first box stating, "My project is a PDP ... " and complete aoolicant information. STEPS TO BE COMPLETED FOR STANDARD PROJECTS Complete the question below regarding your Standard Project (SDRWQCB Order No. 2017-0077): YES NO Is the Standard Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (General □ J&r Commercial), L (Local Shopping Center), R (Regional Commercial), V-B (Village-Barrio), VC (Visitor Commercial), 0 (Office), VC/OS (Visitor Commercial/Open Space), Pl/O (Planned Industrial/Office), or Public Transportation Station If you answered "yes", the 'STANDARD PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the third box stating, "My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS ... " and complete applicant information. If you answered "no", your project is a 'STANDARD PROJECT'. Go to step 6, check the second box stating, "My project is a 'STANDARD PROJECT' ... " and complete aoolicant information. STEP6 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION D My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. ~ My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' tormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. 0 My project is a 'STANDARD PROJECT' subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE REQUIREMENTS of the BMP Manual. I understand I must prepare a TRASH CAPTURE Storm Water Quality Management Plan (SWQMP) per E-35A template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Jk;~V\C\L Applicant Name: Ote\! t, ¾01.") Applicant Title: Applicant Signature: • cJ,~ ~ Date: cs L 1 2 l mi'--7 1 E-34 Page4 of 4 REV 02122 .. (Cityof Carlsbad HEIGHT CERTIFICATION B-60 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This form shall be completed to certify the building height when requested by the Building Division. 8-60 Permit#: CBRA2022-0170 Assessor's Parcel Number: 206-261-26-00 Site Address: 1172 CHINOUAPIN AVE, CARLSBAD Owner's Name: COASTAL OREA~ HOMES LLC This is to affirm that on 5/26/2023 (date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. HIEGHT CERTIFICATION: D The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 ½"x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to exceed: 1" Total Height: 23.26' Seal of Registration Registered Civil Engineer, Structural Engineer, or Licensed Land Surveyor NOTE: Property owner or project applicant/developer may not certify building height. Building Division Acknowledgement:. ________________ Date:. _____ _ BUILDING INSPECTOR Page 1 of 1 Rev. 04/2022 ... ELEVATION LOCATION PLAT 1172 CHINQUAPIN AVE, CBRA2022-0170 APN: 206-261-26-00 \ \ \ oddlllo~ \ \ /\ v EXISTING \ RESIDENCE \ \ THIS PLAT WAS COMPILED FROM A FIELD SURVEY CONDUCTED BY ME, ON THE GROUND, 5/26/2023 AND CORRECTLY LOCATES ELEVATIONS AND DIMENSIONS AS NOTED HEREON. 5/26/2023 SELHAUS II, PLS 5112 DRESSELHAUS SURVEYING 31034 VALLEY CENTER RO. VALLEY CENTER, CA 92082 760-212-0197 email:donaldd resselhausOatt. net 0 SCALE: 1"=40 FEET 20 40 N 80