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HomeMy WebLinkAbout2649 VANCOUVER ST; ; CBR2021-3054; PermitBuilding Permit Finaled (cityof Carlsbad Residential Permit Print Date: 08/19/2024 Job Address: 2649 VANCOUVER ST, CARLSBAD, CA 92010-1365 Permit Type: BLDG-Residential Work Class: Parcel#: 1674420800 Track#: Va luation: $166,396.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Addition Permit No: Status: Applied: Issued: CBR2021-3054 Closed -Expired 10/07/2021 03/21/2022 Finaled Close Out: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig. Plan Check#: INSPECTOR: Dreibelbis, Peter Renfro, Chris Occupant Load: Plan Ch eck #: Code Edition: Sprinkled: Project Title: Description: CRESS: ADDITION (898 SF) / REMODE L (305 SF) Applicant: Contractor: STEPHEN RAY BEACH CITY BUILDERS 4041 BONITA RD, # STE B BONITA, CA 91902-1350 (619) 361-1331 FEE BUILDING PLAN CHECK FEE (manual ) BUILDING PLAN REVIEW -MINOR PROJ ECTS (LOE) BUILDING PLAN REVIEW -MINOR PROJ ECTS (PLN) REMODEL-RESIDENTIAL -OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $3,366.58 Total Payments To Date: $3,366.58 DAVID NORMAN 910 APPLEWILDE DR SAN MARCOS, CA 92078-6902 (760) 619-3266 Balance Due: AMOUNT $1,067.95 $194.00 $98.00 $481.00 $7 .00 $1,162.00 $21.63 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020{a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division EXPIRED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.B.C. SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 DATE >,"rtJ:"f SlGNATURE'P-W° 'bk/uvn :ft' Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 l 442-339-2719 l 760-602-8560 f I www.carlsbadca.gov f?•;-,,_ RESIDENTIAL Cf3/LZ.,02.I -,3 0 5''-f (_ City of BUILDING PERMIT Plan Check C8.tZ&£// ..-?t;'!f/ CarlsBa:ElEIVE PPLICATION MAR 2 1 2022 8-1 Est. Value PC Deposit Date t0}?,/2-/ Job Address 2649 VANdgi_~D\V\S\ON Unit: ____ APN: 167-442-08-00 CT/Project #: _________________ Lot It: 8 Year Built: _1_98_4 _______ _ Fire Sprinklers:QvEsC!)No Air Conditioning:0YEsQNo Electrical Panel UpgradeQYES0No BRIEF DESCRf PTION OF WORf<· ' 176 SF. OF NEW l<ITCHEN /\REA & 722 SF. OF NEW LIVING AREA (MASTER BEDROOM, BATH /\NO LAUNDRY ROOM) D New SF: 898 Living SF,--==--~ Deck SF, ____ Patio SF, ____ Garage SF Is this to create an Accessory Dwelling Unit? Qv;l<N New Fireplace? QYQN , if yes how many? __ _ D Remodel: '3 65= SF of affected area Is the area a conversion or change of use? Ov 0N D Pool/Spa: ____ .SF Additional Gas or Electrical Features? ------------ Osolar: ___ KW, ___ Modules, MountedOoof();round, Tilt:O vO N, RMA:QYQN, Battery: Ov Q\J, Panel Upgrade: Ov Q\J 0 Reroof: -----------------------------------□ Plumbing/Mechanical/Electrical D Only: Other: PRIMARY APPLICANT Name; STEPHEN RAY (MAX MY HOME) Address: 4364 BONITA RD #305 NEW WATER HEATER & FAU & ELEC. SUB-PANEL PROPERTY OWNER Name: DONNA CRESS Address: 2649 VANCOUVER STREET City: BONITA State:_C_A __ Zip: 91902 City: CARLSBAD Phone: {760) 533-0194 State:._C_A __ Z.ip:92010 Phone: 619-361-1331 Email: stephen@maxmyhome.com Email: DONNA@DLSEA.NET DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: Business Name: BEACH CITY BUILDERS -----------------Address: Address: 6241 YARROW DRIVE, SUITE "D" City: _______ State:. ___ Zip: ____ City: CARLSBAD State:_C_A __ Zip:92008 Phone: Phone: (760) 994-1590 Email: Email: MANAGER@B9BUSA.COM Architect State license: ___________ CSLB'Lic'ense #:_9_·0·7_o_5_8• _____ class:_B ______ _ Carlsbad Business license# (Required): _______ _ APPU CANT CERT/ Ff CA Tl ON: I certify tho t I have read the application ands tale that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): STEPHEN RA y 1635 Faraday Ave Carlsbad, CA 92008 ,'SIGN:·~ Ph:760-602-2719~ax:760. ~-.::::; DATE: 9/27/21 " . Email:' Building@cartili~dca.gov REV. 07121 t·f~ :., .. : ~- 1~!\ : ·p:· ·:t..·., • ,/¾, ,. .... . ~.,;.' 1-fr i.::t.i'~l ,:·-•,.1 I '.1 :rn,s PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER; A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY o_W_N_E-R.-1-F T_H_E_P_f-RS_O_N SIGNING THIS FORM rs AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaf(irmunderpenal~yofperjurythat/~m/ice,~s~dunderprovisionsof Chapter9(commencingwithSection7000)o/DivisionJ of the ~usmessondP:ofesswns Code, and my l1eense ,s ,n full f orceandeffect. I alsoaffirmunderpena/tyof perjury one of the following declarat,ons {CHOOSE ONf): Qi have and will maintain a certificate of consent to self-Insure for workers' ,ornrensalion provltled by Section 3700 of the Labor Code for the performance of the work whlch this permit is issued. PolicyNo. ' -OR- ~l have and Will maintain worker's compensation, as required by Section 3700 of the labor Code, for the performance of the ,,,ork for which this permit is issued. Y ;-1orkers' compensation Insurance carrier and policy number are: Insurance Company Name: @,e,.C'l-\M;,\ R.( • };. C:S, e O • Policy No. C ~T 5c, 'L'Z-S S'?) Expiration Date: IO/'-/ '2-'L ·OR-O ~ertificate of Exemption: I certify that In lhe performance of the work for which this permit ls issued, I shall not emplo•t any person in any manner so as to become sub1ect to the workers' compensation Laws of California. WARNING: Failure lo secure workers compensation coverage is 1,mlawful and shall subject an employer to criminal penalties and civil Ones up to $100,000.00, In addition the to the cost of compensation, dam~ges as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is Issued (Sec. 3097 (i) Civil Code). Lender's Name:, ____________________ Lender's Address: ___________________ _ CONTRACTOR CERT/FICA TION: I certify that/ have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws re(ating to building construction. ;JPft ~ Jt N4ME_ (PRINT): bet" -c J...>o tt.~A"' SIGNATUR• ~A ~ 11,r iliih.. ~/r~/21,. Note; If the person signing above is an aulhorized agent for the contractor provide aleofauthorizatffo,,;.;ntractor letterhead. -OR - (OPTION BJ: OWNER-BUILDER DECLARATJON: I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure ls not Intended or offered for sale (S2c. 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 bulfd or Improve for the purpose of s.i te). -OR-O I, as owner of the property, arn exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Profcssiof'I.S 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 conttacror(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 ror this reason: AND, 0 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 mus\ have resided for at least one year prior to completion of the Improvements covered by this permit, J cannot legally s1!11 a structuri'! that I have buill as an owner-builder if it has not been constructed in its entirety by llcensed contractors./ understand that ocopyof theoppr/coblelaw, Section 7044 of the Business ondProfessionsCodi!, is available upon request IV/Jen thlsopplication Is submfttedorat the following Website: hltp:l lwww.leglnfo.co.gov/calow./Jtml. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct andthatthe information on the plans is accurate. /agree to comply with oil City ordinances and State lflws relating to building construction. ~ v~. 3 /, s-, t -~ NAME (PRINT): p~vf; r-Joll,...~N SIGN: .. DATE:_-=....:__~-- Note: If the person signing above is an authorized agent for the property owner Include form Jl..62 signed by property owner. d CA 92008 Ph· 760•602-2719 Fax: 760·602·8558 Email: Bullding@carlsbadca.go:,1 1635 Faraday Ave Carlsba , • 2 REV. 07/21 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-3054) Permit Type: BLDG-Residential Application Date: 10/07/2021 Owner: DONNA CRESS Work Class: Addition Issue Date: 03/21/2022 Subdivision: CARLSBAD TCT#74-04 Status: Closed -Finaled Expiration Date: 07/15/2024 Address: 2649 VANCOUVER ST IVR Number: 36360 CARLSBAD, CA 92010-1365 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Date Start Date Status 06/29(2022 06/29/2022 BLDG-SW-Pre-Con 185922-2022 Passed Peter Dreibelbis Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency No 06/30/2022 06/30/2022 BLDG-21 186036-2022 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/17/2022 08/17/2022 BLDG-11 189388-2022 Failed Chris Renfro Re inspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Please add (2)#4 rebar per plans in No continuous footing SD2. Need to add HDSs to Southside addition. 08/19/2022 08/19/2022 BLDG-11 189510-2022 Partial Pass Chris Renfro Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Corrections completed: Please add (2)#4 Yes rebar per plans in continuous footing SD2. Need to add HDSs to Southside addition. See detail SD2#5 need to add #4 rebar continuous top and bottom . BLDG-12 Steel/Bond 189509-2022 Passed Chris Renfro Complete Beam Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes 10/12/2022 10/12/2022 BLDG-11 193779-2022 Passed Chris Renfro Complete Foundation/Ftg/Plers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/13/2022 10/1 2/2022 BLDG-15 Roof/ReRoof 194029-2022 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Monday,August19,2024 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2021-3054) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 10/07/2021 Owner: DONNA CRESS Issue Date: 03/21/2022 Subdivision: CARLSBAD TCT#74-04 Expiration Date: 07/15/2024 IVR Number: 36360 Address: 2649 VANCOUVER ST CARLSBAD, CA 92010-1365 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection 11/01/2022 11/17/2022 12/02/2022 12/06/2022 12/0712022 1211212022 Status 11/01/2022 BLDG-13 Shear PanelslHD (ok to wrap) 195452-2022 Failed Chris Renfro Checklist Item BLDG-Building Deficiency COMMENTS Not ready. Need windows installed and electrical boxes roughed in to exterio locations 11117 /2022 BLDG-13 Shear Panels/HD (ok to wrap) 196803-2022 Passed Chris Renfro Checklist Item COMMENTS BLDG-Building Deficiency 12/02/2022 BLDG-84 Rough Combo(14,24,34,44) Checklist Item 197835-2022 COMMENTS Passed Peter Dreibelbis BLDG-Building Deficiency Add anchor bolts and shear panel at bedroom 2 BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers 12/06/2022 BLDG-16 Insulation Checklist Item 198040-2022 COMMENTS Failed Chris Renfro BLDG-Building Deficiency Please add spray foam to all penetrations and top plates and bottom plates. Need to add spray foam around windows and doors. 12107/2022 BLDG-16 Insulation Checklist Item 198194-2022 COMMENTS BLDG-Building Deficiency 12112/2022 BLDG-17 Interior Lath/Drywall Checklist Item 198497-2022 COMMENTS BLDG-Building Deficiency BLDG-27 Shower Pan/Tubs Checklist Item 198496-2022 COMMENTS BLDG-Building Deficiency Passed Chris Renfro Passed Chris Renfro Passed Chris Renfro Monday,August19,2024 Reinspection Incomplete Passed No Complete Passed Yes Complete Passed No No No No No Relnspection Incomplete Passed No Complete Passed Yes Complete Passed Yes Complete Passed Yes Pa ge 2 of 3 PERMIT INSPECTION HISTORY for (CBR2021-3054) Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 10/07/2021 Owner: DONNA CRESS Issue Date: 03/21/2022 Subdivision: CARLSBAD TCT#74-04 Expiration Date: 07/15/2024 Address: 2649 VANCOUVER ST CARLSBAD, CA 92010-1365 IVR Number: 36360 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 01/12/2023 01/12/2023 BLDG-27 Shower 200599-2023 Partial Pass Chris Renfro Pan/Tubs Checklist Item COMMENTS BLDG-Building Deficiency Interior Lath on shower walls 05/08/2023 05/08/2023 BLDG-33 Service 210238-2023 Passed Monday,August 19,2024 Change/Upgrade Checklist Item BLDG-Building Deficiency NOTES Created By Angie Teanio COMMENTS TEXT 831-713-8287 Chris Chris Renfro Reinspection Incomplete Passed Yes Passed Yes Created Date 05/05/2023 Complete Page 3 of 3 DATE: February 10, 2022 JURISDICTION: Carlsbad • lW INTERWEST A SAflSbulll CO:MPANV PLAN CHECK#.: CB-CBR2021-3054.rcl PROJECT ADDRESS: 2649 Vancouver St SET: II PROJECT NAME: CRESS RESIDENCE REMODEL & ADDITION □ APPLICANT D JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. [8J The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to : Stephen Ray D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Stephen Ray stephen@maxmyhome.com Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest Fax In Person Enclosures: 2/2/22 9320 Che apeake Drive, Suite 208 ♦ San Di ego, California 92 123 ♦ (858) 560-1 468 ♦ Fax (858) 560-1576 Carlsbad CB-CBR2021-3054.rcl February 10, 2022 I, NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections, as requested in the correction list. Submit THREE sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. PLANS 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). FOUNDATION REQUIREMENTS 11. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents DATE: March 2, 2022 JURISDICTION: Carlsbad • lW IN1ERWESr A !; F"Eb1.,1II COMPA Y □ APPLICANT □ JURIS. PLAN CHECK#.: CB-CBR2021-3054.rc2, Approved ____ SET: III PROJECT ADDRESS: 2649 Vancouver St PROJECT NAME: CRESS RESIDENCE REMODEL & ADDITION ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. PLEASE SEE REMARKS BELOW. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubm itted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at lnterwest until co rrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact pe rson . D The applicant's copy of the check list has been sent to : ~ lnterwest staff did not advise the appl icant that the plan check has been completed . D lnterwest staff did advise the applicant that the plan check has been completed . Person contacted: Mail Telep hone Fax In Person l:8J REMARKS: 1. One sheet S1 to be slip sheeted to the city set of plans. By: Abe Doliente lnterwest 2/25/22 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 , Carlsbad CB-CBR2021-3054.rcl February 10, 2022 STRUCTURAL 13. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form. lnterwest did not receive completed City Special Inspection form. MISCELLANEOUS 21 . Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 22. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for you r project. If you have any questions regarding these plan review items, please contact Abe Doliente at lnterwest. Thank you . Carlsbad CB-CBR2021-3054.rc 1 February 10, 2022 { Cicyof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 163S Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the Callfornla Building Code the followlng must be completed when work being performed requires special Inspection, structural observation and construction material testing. Project/Permit:---------Project Address-· _______________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check If you are OWner-Bullder 0 . (If you checked as owner-builder you must also complele Sectlon B of this agreement.) Name: (Please print,__ _______________________________ _ (Fnj/ (M.1.) (USI) Mailing Addres .... ·--------------------------------- Email_· _______________________ Phone· __________ _ I am: □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of Califomla Registration Numbe~·------------Expiration Date_· _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of Califomia, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construo1lon materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Bulldlng Code. Signatu~-·----------------------Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder I owner-builder. Contractor's Company Name: __________________ Please ched< if you are Owner-Buildero Name: (Please print) ________________________________ _ (!U) Mailing Address: ________________________________ _ Email: _______________________ Phone· ___________ _ State of California Contractor's License Number. _________ Expiration Date: ______ _ • I ackno"""1edge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control wlll be exercised to obtain conformance with the construction documents approved by the building official; • I wi.11 have in-place procedures for exercising control within our (the contractor's) or.ganization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • i wm provide , oa,t c,port t letter In comol(1ac1 with csc section WM, 1.2 ector to cmt11Uaa ffaaf Inspection. Signature-· ______________________ Date: __________ _ B-45 Page 1 of 1 Rev. 08111 • ... 1W INTERWEST DATE: October 25, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CB-CBR2021-3054 PROJECT ADDRESS : 2649 Vancouver St SET: I PROJECT NAME: CRESS RESIDENCE REMODEL & ADDITION D APPLICANT D JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck . ~ The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. C8J The applicant's copy of the check list has been sent to: Stephen Ray D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted : Stephen Ray stephen@maxmyhome.com Mail Telephone 0 REMARKS: By : Abe Doliente lnterwest Fax In Person Enclosures: 10/11/21 9320 ChesapeakeDrive,Suite208 ♦ SanDi.ego,Califomia92 123 ♦ (85 8)560-1 468 ♦ Fax(858)560-1576 Carlsbad CB-CBR2021-3054 October 25, 2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES 1PLAN CHECK#.: CB-CBR2021-3054 JURISDICTION: Carlsbad PROJECT ADDRESS: 2649 Vancouver St FLOOR AREA: Addition -898 SF Remodel -365 SF REMARKS : DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW STORIES : 1 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION : 10/11/21 PLAN REVIEWER: Abe Doliente .. ' COMPLETED: October 25, 2021 FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and • access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. ; i Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMG and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any . state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. •' ,. Carlsbad CB-CBR2021-3054 October 25, 2021 ROOFS/DECKS/BALCONIES 6. Specify on the plans the following information for the skylights, per Section R106.1 .1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. GARAGE 7. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302.5.1 . 8. Provide an 18" raised platform for any FAU in the garage which may generate a flame or spark. CPC Section 507.13. 9. In the garage, provide an adequate barrier to protect the water heater from vehicle damage. An 18" platform for the water heater does not satisfy this requirement. CPC Section 507 .13. FOUNDATION REQUIREMENTS 10. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4 . The city requires souls report if the addition is more than 500 SF. 11 . If the soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection , the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 12. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). STRUCTURAL 13. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form . f I I Carlsbad CB-CBR2021-3054 October 25, 2021 ELECTRICAL .. .. 14. Show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210 .52(E). This receptacle must be GFCI protected . PLUMBING 15. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 16. Specify on the plans whether the existing house was built before or after 1994. For additions or improvements to a residence built before 1994, note on the plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons of water per flush, urinals that use more than one gallon of water per flush , showerheads that have a flow capacity of more than 2.5 gallons of water per minute, and interior faucets that emit more than 2.2 gallons of water per minute) shall be replaced. Certification of compliance shall be given to the building inspector prior to final permit approval. California SB407 . RESIDENTIAL GREEN BUILDING STANDARDS In addition to the notes already shown on the plans, include the following : 17 . Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 1.8 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1 .3.2. 18. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. 19. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. • J Carlsbad CB-CBR2021-3054 October 25, 2021 ENERGY CONSERVATION 20. When replacing or modifying the mechanical system: If required. o If more than 40' of new ductwork is installed in unconditioned space, HERS inspection is required for both existing and new duct sealing. o Replacement of mechanical equipment (air handler, condensing unit of an air conditioner or heat pump, cooling or heating coil, or the furnace heat exchanger) requires HERS inspection. o Note: The CF1 R-AL T-HVAC form may be submitted at the final inspection, it is not required at initial plan submittal. MISCELLANEOUS 21. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 22. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at lnterwest. Thank you. Carlsbad CB-CBR2021-3054 October 25, 2021 ( Ci:cyof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following mu,t be completed when work being performed requires special Inspection, structural obsel'llatlon and construction material testing. Project/Permit: _________ _ Project Address-· ________________ _ A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are OWner-Builder 0 . (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print,__ ________________________________ _ (Flrol) (M.I.) Mailing Addres.._· __________________________________ _ Email_· ________________________ Phone· __________ _ I am: □Property Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of Callfomla Registration Numbe • Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of special inspections noted on the approved plans and, as required by the California Building Code. Signatu~--_______________________ Date: ___________ _ B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC. Ch 17, Section 1706). This section must be completed by the contractor I builder / owner-bui.lder. Contractor's Company Name: ___________________ Please check if you are Owoor-Builder a Name: (Please print) _________________________________ _ Malllng Address: __________________________________ _ Email: _______________________ Phone_· __________ _ Slate of California Contractor's license Number: __________ Expiration Date: _______ _ • I acknowtedge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowtedge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I win have a qualified person within our (the contractor's) organization to exercise such control. • t w111 prpyfde, aaatreportlfetterfn compffance with csc section 1704.1.2 prior to requesting oa,r Inspection. Signature~· ______________________ Date: __________ _ 8-45 Page 1 of 1 Rev. 08/11 • I ENGINEERING C I \' I I ·f S T H lJ C 7 IJ I• ,\ I PROJECT: CRESS RESIDENCE 2649 Vancouver Street Carlsbad, CA 92010 December 28, 2021 Project No.: CBR2021 -3054 2649 VANCOUVER ST (=' > 1--0 CRESS· ADDITION (898 SF)/ REMODEL (305 SF) www.lamm 809 Bowsprit Road. Ste H 1674420800 1/31/2022 CBR2021-3054 CORRECTION RESPONSES TO STRUCTURAL COMMENTS CORRECTION #13 See City special inspection form attached by arch. ENGINEERING C I V I l + c, 1 fl LI C 1 LI H /, I Direct Linc: 619.370.9515 I Email: llabra<la(~~lamarcng.com STRUCTURAL CALCULATIONS PROJECT: Cress Residence 2649 Vancouver Street Carlsbad, CA 92010 September 13, 2021 Project No.: 21L1142 wwwJamare~g.com 217 Landis A nue, hula 1 ta. A. 919 10. O-r-~ ON ■ft COO .. ., ON O N- ,q-t:: ~ -q-0 ~-, I'---r-I ~ ~ N 0 N ~ al (.) CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING BARS: STRUCTURAL STEEL: Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 DESIGN BASIS 2019 CALIFORNIA BUILDING CODE F' c= 2500 psi @ 28 days ASTM C90, F' m= 1500 psi ASTM C270, F' c= 1800 psi, TYPE "S" ASTM C4 76, F' c= 2000 psi @ 28 days ASTM A615, F' y=40 ksi, #3 and smaller ASTM A615, F' y=60 ksi, #4 and larger "W" SHAPES -ASTM A992, F' y=50ksi PLATES & CHANNELS -ASTM A36, F' y= 36ksi TUBES -ASTM A500, G~DE 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 PRODUCTS: ESR-1387 {LVL, PSL & LSL MEMBERS) I ESR-1153 {T JI JOIST) GLULAM BEAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 or 24F-V8 SOIL: [ ✓ ] UNCLASSIFIES SOIL PER TABLE 1804.2 ALLOWABLE SOIL BEARING PRESSURE (ASBP)= 1500 [ -] PER SOILS REPORT BY: ALLOWABLE SOIL BEARING PRESSURE (ASBP)= REPORT#: DATED: PSF PSF A ENGINEERING ROOF ROOF MATERIAL SHEATHING RAFTERS OR TRUSSES INSULATION DRYWALL OTHERS TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR/DECK I FLOOR MATERIAL SHEATHING & JOIST DRYWALL OTHER TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: WALLS: STUDS DRYWALL INSULATION STUCCO OTHER TOTAL LOAD: Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 DESIGN LOADS CONCRETE TILE 10 1.5 4 1.5 2.5 0.5 20 PSF 20 IPSF 40 PSF FLOOR 4 5.5 2.5 3.0 15.0 PSF 100 (PSF 115.0 PSF EXTERIOR 1.0 2.5 1.5 10.0 1.0 16.0 1.5 4 1.5 2.5 0.5 PSF IPSF (slope: ) -PSF - 5.5 2.5 3.0 15.0 PSF IPSF PSF INTERIOR 1.0 5.0 1.0 7.0 Ule Block Line 1 Project Title: Cress Residence You can change this area using the "Settings" menu mm and then using the "Printing & Title Block" selection. nle Block Line 6 Wood Beam ····· : DESCRIPTION: RR1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Engineer: MS Project ID: 21 L 1142 Project Descr: Printed: 16 AUG 2021, 9:32AM Soltwn Analysis Method : Allowable Stress Design Load Combination :A.SCE 7-16 Fb+ 1350 psi 1350 psi 925psi 625psi 170psi 675psi E: Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb- Fc-Pr11 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v v D(0.027) L(0.027) 2X8 Span = 12.0 ft Ebend-xx 1600ksi Eminbend-xx 580ksi Density 31 .21 pcf v v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0270, L = 0.0270 , Tributary Width = 1.0 ft: DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.572 1 Maximum Shear Stress Ratio 0.248: 1 Section used for this span 2x8 Section used for this span 2x8 fb: Actual 926.37psi fv: Actual 42.21 psi Fb: Allowable 1,620.00psi Fv: Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.CXX>ft: Location of maximum on span 0.CXX)ft: Span # where maximum occll"S = Span# 1 Span # v.tiere maximum occlf'S = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.166 in Ratio= 866 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.347 in Ratio= 414 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values Shear Values Segment Le~ Span# M V Cd C FN Cj Cr Cm C t CL M lb F'b V rv F'v +D+H 0.00 0.00 0.00 0.00 Len!llh = 12.0 ft: 0.331 0.144 0.00 1.200 1.00 1.00 1.00 1.00 1.00 0.53 482.56 1458.00 0.16 21.99 153.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len!llh = 12.0 It 0.572 0.248 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.01 926.37 1620.00 0.31 42.21 170.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~= 12.0ft: 1 0.238 0.103 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.53 482.56 2025.00 0.16 21.99 212.50 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~= 12.0lt 1 0.259 0.112 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.53 482.56 1863.00 0.16 21.99 195.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len!llh ~ 12.0 It 1 0.403 0.175 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.89 815.42 2025.00 0.27 37.16 212.50 +D.0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len!llh E 12.0 ft: 1 0.438 0.100 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.89 815.42 1863.00 0.27 37.16 195.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu lem and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 1.11• : DESCRIPTION: RR1 Load Combination Segment Length Span I Len~=12.0ft. 1 +D+0.750Lr+0.750L+0.450W+H Len~= 12.0ft. 1 +D+O. 750L +0.750S+0.450W+H Len~= 12.0ft. 1 +0.600+0.60W+0.60H Len~= 12.0ft. +D+0.70E+0.60H Len~= 12.0ft. 1 +D+0.750L+0.750S+0.5250E+H Len~= 12.0ft. 1 +0.600+0.70E +H Len~ = 12.0 It 1 Max Stress Ratios M V 0.186 0.081 0.315 0.137 0.315 0.137 0.112 0.049 0.186 0.081 0.315 0.137 0.112 0.049 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+O. 750L +O. 750S+H +D+0.60W+H +D+0. 750Lr+O. 750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +0.750S+0.5250E +H +0.60D+O. 70E +H D Only L Only H Only Span Project Title: Cress Residence Engineer: MS Project ID: 21 L 1142 Project Descr: Momert Values Cd C FN Ci Cr Cm C t CL M lb 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.53 482.56 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.89 815.42 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.89 815.42 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.53 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.53 482.56 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.89 815.42 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.53 Max.·-· Den Location in Span Load Combination 0.3470 6.044 Support notation : Far left is #1 Support 1 0.338 0.162 0.176 0.338 0.176 0.176 0.298 0.298 0.176 0.298 0.298 0.106 0.176 0.298 0.106 0.176 0.162 Support2 0.338 0.162 0.176 0.338 0.176 0.176 0.298 0.298 0.176 0.298 0.298 0.106 0.176 0.298 0.106 0.176 0.162 Printed: 16 AUG 2021, 9:32AM F'b V 2592.00 0.16 0.00 0.00 2592.00 0.27 0.00 0.00 2592.00 0.27 0.00 0.00 2592.00 0.10 0.00 0.00 2592.00 0.16 0.00 0.00 2592.00 0.27 0.00 0.00 2592.00 0.10 Max.•+• Defl 0.0000 Values in KIPS Shear Values fv F'v 21.99 272.00 0.00 0.00 37.16 272.00 0.00 0.00 37.16 272.00 0.00 0.00 13.19 272.00 0.00 0.00 21 .99 272.00 0.00 0.00 37.16 272.00 0.00 0.00 13.19 272.00 Location in Span 0.000 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence Wood Beam 1 .11• : DESCRIPTION: RR2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Engineer: MS Project ID: 21 L 1142 Project Descr: Plinted: 13 SEP 2021, 12:07PM Analysis ~ : Allowable Stress Design Load Combination ;A.SCE 7-16 Fb+ Fb- 1,350.0psi 1,350.0 psi 925.0 psi 625.0 psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fc • Pr11 Fe· Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v 0(0.027) L(0.027) 2x10 Span = 17 .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 calculated and added to loads Uniform Load : D = 0.0270, L = 0.0270, Tributary Width = 1 .0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum OCCll'S Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.824 1 2x10 1,224.26psi 1,485.00 psi +D+L+H Maximum Shear Stress Ratio Section used for this span 8.750ft. Span# 1 0.362 in Ratio= 0.000 in Ratio= 0.764 in Ratio= 0.000 in Ratio= Load Combination Location cl maximum on span Span # \\fflll'e maximum OCCll'S 580 >=360 0<360 274 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios MomertValues SegmentL• Span# M V Cd C FN Cj Cr Cm C t CL M fb +D+H Len~= 17.50ft 0.482 0.169 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.15 644.42 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~= 17.50ft 0.824 0.289 1.00 1.100 1.00 1.00 1,00 1.00 1.00 2.18 1,224.26 +D+Lr+H 1.100 1.00 1.00 1100 1.00 1.00 Len~ = 17 .50 ft 0.347 0.122 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.15 644.42 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 17 .50 It 0.377 0.132 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.15 644.42 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 17 .50 ft 0.581 0.204 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.92 1,079.30 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 17 .50 ft 0.632 0.222 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.92 1,079.30 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 F'b 0.00 1336.50 0.00 1485.00 0.00 1856.25 0.00 1707.75 0.00 1856.25 0.00 1707.75 0.00 Design OK V 0.00 0.24 0.00 0.46 0.00 0.24 0.00 0.24 0.00 0.40 0.00 0.40 0.00 0.289 : 1 2x10 49.20 psi 170.00 psi +D+L+H 0.000ft: Span# 1 Shear Values fv 0.00 F'v 0.00 25.90 153.00 0.00 0.00 49.20 170.00 0.00 0.00 25.90 212.50 0.00 0.00 25.90 195.50 0.00 0.00 43.38 212.50 0.00 0.00 43.38 195.50 0.00 0.00 Wood Beam l,t t• : DESCRIPTION: RR2 Load Combination Segment Lellfh Span# Len~= 17.501t , +0+0. 750Lr+-O. 750L +0.450W+H Len~= 17.50ft: 1 +D+0.750L+0.750S+0.450W+H Len~= 17.50ft: 1 +0.60D+0.60W+0.60H Len~= 17.501t , + D+O. 70E +0.60H Len~ = 17 .50 It 1 + D+O. 750L +0.750S+0.5250E +H Len~= 17.50ft: , +0.60D+OJOE+H Len~" 17.50ft: , LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Max Stress Ratios M V Cd C FN Ci 0.271 0.095 1.60 1.100 1.00 1.100 1.00 0.454 0.159 1.60 1.100 1.00 1.100 1.00 0.454 0.159 1.60 1.100 1.00 1.100 1.00 0.163 0.057 1.60 1.100 1.00 1.100 1.00 0.271 0.095 1.60 1.100 1.00 1.100 1.00 0.454 0.159 1.60 1.100 1.00 1.100 1.00 0.163 0.057 1.60 1.100 1.00 Project Title: Cress Residence Engineer: MS Project ID: 21 L 1142 Project Descr. Momert Values Cr Cm C t CL M lb 1.00 1.00 1.00 1.00 1.15 644.42 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.92 1,079.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.92 1,079.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.69 386.65 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 644.42 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.92 1,079.30 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.69 386.65 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination vera mum Overal MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750l+H +D+0.750L+0.750S+H +0+0.60W+H +D+O. 750Lr+O. 750L +0.450W+H +0+0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H + D+0.70E +0.60H + D+O. 750L +0.750S+0.5250E +H +0.60D+0. 70E +H D Only L Only H Only Span Max.•.• Deft Location in Span Load Combination 0.7644 8.814 Suppmn<tation: Farleltls#l Support 1 0.499 0.236 0.263 0.499 0.263 0.263 0.440 0.440 0.263 0.440 0.440 0.158 0.263 0.440 0.158 0.263 0.236 Support2 0.499 0.236 0.263 0.499 0.263 0.263 0.440 0.440 0.263 0.440 0.440 0.158 0.263 0.440 0.158 0.263 0.236 Printed: 13 SEP 2021, 12:07PM Shear Values F'b V fv F'v 2376.00 0.24 25.90 272.00 0.00 0.00 0.00 0.00 2376 .. 00 0.40 43.38 272.00 0.00 0.00 0.00 0.00 2376.00 0.40 43.38 27200 0.00 0.00 0.00 0.00 2376.00 0.14 15.54 27200 o.oo 0.00 0.00 0.00 2376.00 0.24 25.90 272.00 0.00 0.00 0.00 0.00 2376.00 o . .a 43.38 272.00 0.00 0.00 0.00 0.00 2376.00 0.14 15.54 272.00 Max.·+• Den LoclDDII in Span 0.0000 0.000 Values in KIPS Tkle Block Line 1 Project Title: Cress Residence You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. nte Block Line 6 Wood Beam DESCRIPTION: RH1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Engineer: MS Project ID: 21 L 1142 Project Descr: Printed: 13 AUG 2021, 4:04PM Analysis Method : Allowable Stress Design Load Combination ;ti.SCE 7-16 Fb + Fb- 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elastidt.y Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Pr11 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.21 ) L(0.21) 4x10 Span = 6.0 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 calculated and added to loads Uniform Load : D = 0.210, L = 0.210, Tribwry Width = 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 OCCl.l"S Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.782 1 4x10 821 .33psi 1,050.00psi +D+L+H 4.CXX)ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.065 in Ratlo = 0.000 in Ratio= 0.132 in Rallo = 0.000 in Ratio = Fv: Allowable Load Combination Location ri maximum on span Span I where maximum OCCl.l"S 1479>=360 0<360 727 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values Segment Le~ Span# M V Cd C FN Ci Cr Cm C t CL M lb +D+H Len~=8.0ft: 0.442 0.213 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.41 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 Len~=8.0ft: 1 0.782 0.377 1.00 1.200 1.00 1.00 1.00 1.00 1.00 3.42 821.33 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 Length ~ 8.0 ft: 0.318 0.153 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.41 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft: 1 0.346 0.167 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.41 +0+0. 750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 Len~=8.0ft: 0.549 0.265 1.25 1.200 1.00 1.00 1.00 1.00 1.00 3.00 720.35 +D+0.750L +0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 Len~=B.Oft: 1 0.597 0.288 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.00 720.35 +D+0.60W+H 1.200 1.00 1.00 1100 1.00 1.00 F'b 0.00 945.00 0.00 1050.00 0.00 1312.50 0.00 1207.50 0.00 1312.50 0.00 1207.50 0.00 Design OK V 0.00 0.70 0.00 1.38 0.00 0.70 0.00 0.70 0.00 1.21 0.00 1.21 0.00 0.377 : 1 4x10 64.12 psi 170.00 psi +O+L+H 7.241 ft Span#1 Shear Values fv 0.00 F'v 0.00 32.59 153.00 0.00 0.00 64.12 170.00 0.00 0.00 32.59 212.50 0.00 0.00 32.59 195.50 0.00 0.00 56.24 212.50 0.00 0.00 56.24 195.50 0.00 0.00 Title Block Line 1 You can change this area using the "Settings" menu k:em and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam 1,11' : DESCRIPTION: RH1 Load Combination Segment Length Span# Leni,11 = 8.0 ft 1 +D+0.750lr+0.750l+0.450W+H Leni,11=8.0ft 1 +D+0.750l +-0. 750S+0.450W+H leni,11 = 8.0 ft 1 +0.60D+-0.60W+0.60H Leni,11 = 8.0 ft 1 +D+0.70E+0.60H Leni,11 = 8.0 ft 1 +D+O. 750L +O. 750S+0.5250E +H leni,11 = 8.0 ft 1 +0.60D+0.70E+H Leni,11 = 8.0 ft 1 Max Stress Ratios M V 0.248 0.120 0.429 0.207 0.429 0.207 0.149 0.072 0.248 0.120 0.429 0.207 0.149 0.072 Overall Maximum Deflections Load Combination +D+l+H Vertical Reactions Load Combination Overall MAX1mum Overall MINimum +D+H +D+l+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+O. 750L +-0. 750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+-0.750S+0.450W+H +-0.60D+0.60W+0.60H +D+0.70E+0.60H +D+O. 750L +-0. 750S+0.5250E +H +-0.60D+O. 70E +H D Only L Only H Only Span Project Title: Cress Residence Engineer: MS ProjectlD: 21l1142 Project Descr: SoftWare c ' Momert Values Cd C FN Ci Cr Cm C t CL M fb 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.41 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.00 720.35 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.00 720.35 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.04 250.45 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.74 417.41 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.00 720.35 1.200 1.00 1.00 1.00 1.00 1.00 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.04 250.45 Max.•.• Deft Location in Span Load Combination 0.1319 4.029 Support notation : Far left is #1 Support 1 1.700 0.840 0.868 1.700 0.868 0.868 1.498 1.498 0.868 1.498 1.498 0.521 0.868 1.498 0.521 0.868 0.840 Support2 1.700 0.840 0.868 1.700 0.868 0.868 1.498 1.498 0.868 1.498 1.498 0.521 0.868 1.498 0.521 0.868 0.840 F'b V 1680.00 0.70 0.00 0.00 1680.00 1.21 0.00 0.00 1680.00 1.21 0.00 0.00 1680.00 0.42 0.00 0.00 1680.00 0.70 0.00 0.00 1680.00 1.21 0.00 0.00 1680.00 0.42 Max.•+• Deft 0.0000 Values in KIPS Shear Values fv F'v 32.59 272.00 0.00 0.00 56.24 272.00 0.00 0.00 56.24 272.00 0.00 0.00 19.55 272.00 0.00 0.00 32.59 272.00 0.00 0.00 56.24 272.00 0.00 0.00 19.55 272.00 Loc.-ion in Span 0.000 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence Wood Beam DESCRIPTION: RH2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Engineer: MS ProjectlD: 21 L 1142 Project Descr. Software ENERCALC, INC. 1983, Analysis Method : Allowable Stress Design Load Combination ;.c\SCE 7-16 Fb+ Fb- 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc • Pr11 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.17 L 0.17 D(0.1) L(0.1) 4x8 Span= 5.0 ft Ebend-xx 1,300.0ksi Eminbend -xx 470.0ksi Density 31 .210pcf D 0.3 L 0.3 Applied Loads Service loads entered. Load Factors will be applied for calculaUons. Beam self weiglt calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.30, L = 0.30 ktft. Extent = 2.250 -·» 5.0 ft. Tributary Width = 1.0 ft Point Load: D = 0.10, L = 0.10 k @ 2.250 ft Uniform Load : D = 0.170, L = 0.170 kt1t, Extent= 0.0 -» 2.250 ft, Tributary Width = 1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient DeflecUon Max Downward Total Deflection Max Upward Total Deflection 0.618 1 4x8 700.38psi 1, 137.S0psi +D+L+H 2.573ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.027 in Ratio= 0.000 in Ratio= 0.055 in Ratlo = 0.000 in Ratio= Load Combination Location rt maximum on span Span I where maximum occurs 2213 >=360 0<360 1095 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Mornert Values Segment Length Span# M V Cd C FN Cj Cr Cm C t CL M lb +O+H Length = 5.0 It 1 0.345 0.216 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.90 353.55 +O+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Length " 5.0 It 1 0.616 0.385 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.79 700.38 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Length s 5.0 ft 0.249 0.155 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.90 353.55 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Length = 5.0 It 0.270 0.169 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.90 353.55 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~s 5.0lt 0.432 0.270 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.57 613.67 F'b 0.00 1023.75 0.00 1137.50 0.00 1421.88 0.00 1308.13 0.00 1421.88 Design OK V 0.00 0.56 0.00 1.11 0.00 0.56 0.00 0.56 0.00 0.97 0.385: 1 4x8 65.47 psi 170.00 psi +D+L+H 4.398ft: Span# 1 Shear Values fv 0.00 F'v 0.00 33.04 153.00 0.00 0.00 65.47 170.00 0.00 0.00 33.04 212.50 0.00 0.00 33.04 195.50 0.00 0.00 57.36 212.50 Wood Beam ..... ; DESCRIPTION: RH2 Load Combination Segment Length Span I +0+0. 750L +0.750S+H Length = 5.0 It 1 +D+0.60W+H Length = 5.0 ft +0+0.750Lr+0.750L+0.450W+H Length = 5.0 It 1 +0+0. 750L +0.750S+0.450W+H Length = 5.0 It 1 +0.600+0.60W+0.60H Length = 5.0 ft +0+0.70E+0.60H Length = 5.0 ft +0+0. 750L +0.750S+0.5250E +H Length = 5.0 It 1 +0.600+0.70E+H Length = 5.0 ft 1 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Max Stress Ratios M V Cd C FN Ci 1.300 1.00 0.469 0.293 1.15 1.300 1.00 1.300 1.00 0.194 0.121 1.60 1.300 1.00 1.300 1.00 0.337 0.211 1.60 1.300 1.00 1.300 1.00 0.337 0.211 1.60 1.300 1.00 1.300 1.00 0.117 0.073 1.60 1.300 1.00 1.300 1.00 0.194 0.121 1.60 1.300 1.00 1.300 1.00 0.337 0.211 1.60 1.300 1.00 1.300 1.00 0.117 0.073 1.60 1.300 1.00 Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. • -• Deft Location in Span +O+L+H 0.0548 2.536 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: Cress Residence Engineer: MS Project ID: 21 L 1142 Project Descr: Printed: 13 SEP 2021 , 10:13AM s. ENERCALC, INC. 1983-2020, B Momert Values Shear Values C t CL M fb F'b V rv F'v 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.57 613.67 1308.13 0.97 57.36 195.50 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.90 353.55 1820.00 0.56 33.04 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.57 613.67 1820.00 0.97 57.36 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.57 613.67 1820.00 0.97 57.36 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.54 212.13 1820.00 0.34 19.83 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.90 353.55 1820.00 0.56 33.04 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.57 613.67 1820.00 0.97 57.36 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.54 212.13 1820.00 0.34 19.83 272.00 Load Combination Max. • + • Deft Location in Span 0.0000 0.000 Vertical Reactions Supportnocation : Far left is #1 Values in KIPS Load Combination Overall MAXimum Overall MINimum +O+H +O+L+H +O+Lr+H +O+S+H +O+O. 750Lr+0.750L +H +D+O. 750L +O. 750S+H +0+0.60W+H +0+0. 750Lr+0.750L +0.450W+H +0+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +0+0.70E+0.60H +0+0.750L+0.750S+0.5250E+H +0.600+0.70E +H D Only L Only H Only Support 1 1.170 0.578 0.592 1.170 0.592 0.592 1.026 1.026 0.592 1.026 1.026 0.355 0.592 1.026 0.355 0.592 0.578 Support2 1.472 0.729 0.743 1.472 0.743 0.743 1.290 1.290 0.743 1.290 1.290 0.446 0.743 1.290 0.446 0.743 0.729 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence Wood Beam DESCRIPTION: RH3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Engineer: MS Project ID: 21L 1142 Project Descr: Printed: 13 SEP 2021, 10:13AM Analysis MeChod : Allowable Stress Design Load Combination i6.SCE 7-16 Fb + Fb - 1,350.0psi 1,350.0psi 925.0 psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fc • Pr11 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v D(0.175) L(0.175) 4x12 Span = 12.0 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf v v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.1750, L = 0.1750, Tributary Width = 1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 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 0.708 1 4x12 1,048.97psi 1,485.00psi +D+L+H Maximum Shear Stress Ratio Section used for this span 6.<XX>ft: Span# 1 0.124 in Ratio= 0.000 in Ratio = 0.253 in Ratio = 0.000 in Ratio= Load Combination location of maximum on span Span I where maximum occurs 1165 >=360 0<360 568 >=240 0<240 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Momert Values Segment Length Span# M V Cd C FN Ci Cr Cm C l CL M fb +0+H Len~= 12.0ft: 1 0.402 0.232 0.90 1.100 1.00 1.00 1.00 1.00 1.00 3.30 536.97 +0+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 12.0 ft 0.706 o.~ 1.00 1.100 1.00 1.00 1.00 1.00 1.00 6.45 1,048.97 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~= 12.0 ft 0.289 0.167 1.25 1.100 1.00 1.00 1.00 1.00 1.00 3.30 536.97 +0+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 12.0 It 0.314 0.182 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.30 536.97 +D+0.750Lr+0.750l.+H 1.100 1.00 1.00 1.00 1.00 1.00 Len~ = 12.0 It 0.496 0.287 1.25 1.100 1.00 1.00 1.00 1.00 1.00 5.67 920.97 +0+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 Le~=12.0lt 0.539 0.312 1.15 1.100 1.00 1.00 1.00 1.00 1.00 5.67 920.97 +D+O.OOW+H 1.100 1.00 1.00 1.00 1.00 1.00 F'b 0.00 1336.50 0.00 1485.00 0.00 1856.25 0.00 1707.75 0.00 1856.25 0.00 1707.75 0.00 Design OK V 0.00 0.93 0.00 1.82 0.00 0.93 0.00 0.93 0.00 1.liO 0.00 1.00 0.00 0.408: 1 4x12 69.39 psi 170.00 psi +D+L+H 0.CXXlft: Span# 1 Shear Values fv 0.00 F'v 0.00 35.52 153.00 0.00 0.00 69.39 170.00 0.00 0.00 35.52 212.50 0.00 0.00 35.52 195.50 0.00 0.00 00.92 212.50 0.00 0.00 00.92 195.50 0.00 0.00 Wood Beam DESCRIPTION: RH3 Load Combination Segment Length Span # Len~= 12.0ft 1 +DiO. 750Lri0.750L i0.450W+H Len~= 12.0ft 1 +Di0.750Li0.750Si0.450W+H Len~= 12.0ft 1 i0.60Di0.60W+0.60H Len~= 12.0ft 1 +Di0.70Ei0.60H Len~= 12.0 It 1 +DiO. 750L i0.750Si0.5250E +H Len~= 12.0ft 1 +0.60Di0.70E+H Len~= 12.0ft LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Max Stress Ratios M V Cd C FN c, 0.226 0.131 1.60 1.100 1.00 1.100 1.00 0.388 0.224 1.60 1.100 1.00 1.100 1.00 0.388 0.224 1.60 1.100 1.00 1.100 1.00 0.136 0.078 1.60 1.100 1.00 1.100 1.00 0.226 0.131 1.60 1.100 1.00 1.100 1.00 0.388 0.224 1.60 1.100 1.00 1.100 1.00 0.136 0.078 1.60 1.100 1.00 Project Title: Cress Residence Engineer: MS Project ID: 21 L 1142 Project Descr: Software Momert Values Cr Cm C t CL M lb 1.00 1.00 1.00 1.00 3.30 536.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.67 920.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.67 920.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 322.18 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.30 536.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 5.67 920.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.98 322.18 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination Overa A 1mum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +DiO. 750Lri0.750L +H +Di0.750Li0.750S+H +Di0.60W+H +DiO. 750Lr+O. 750L i0.450W+H +DiO. 750L i0.750S+0.450W+H i0.60Di0.60Wi0.60H +Di0.70Ei0.60H +Di0.750Li0.750Si0.5250E+H i0.60Di0.70E+H D Only L Only H Only Span Max. • • • Dell Location in Span Load Combination 0.2532 6.044 Support nOOl!ion : Far left is #1 Support 1 2.151 1.050 1.101 2.151 1.101 1.101 1.889 1.889 1.101 1.889 1.889 0.661 1.101 1.889 0.661 1.101 1.050 Support2 2.151 1.050 1.101 2.151 1.101 1.101 1.889 1.889 1.101 1.889 1.889 0.661 1.101 1.889 0.661 1.101 1.050 Printed: 13 SEP 2021, 10:13AM Shear Values F'b V fv F'v 2376.00 0.93 35.52 272.00 0.00 0.00 0.00 0.00 2376.00 1.60 60.92 272.00 0.00 0.00 0.00 0.00 2376.00 1.60 60.92 272.00 0.00 0.00 0.00 0.00 2376.00 0.56 21.31 272.00 0.00 0.00 0.00 0.00 2376.00 0.93 35.52 272.00 0.00 0.00 0.00 0.00 2376.00 1.60 60.92 272.00 0.00 0.00 0.00 0.00 2376.00 0.56 21.31 272.00 Max. • + • Deft L0<3ion in Span 0.0000 0.000 Values in KIPS LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence Wood Beam , .. ,. : DESCRIPTION: RB1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Engineer: MS ProjectlD: 21L1142 Project Descr: Printed: 13 SEP 2021, 2:07PM ENERCALC, INC. 1983-2020, Bijd:12.20.5.17 Analysis Method : Allowable Stress Design Load Combination i'\SCE 7-16 Fb+ Fb - 2900psi 2900psi 2900psi E : Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fc -Prtl Fe -Pirp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.064 L 0.027 3.5x11 .875 Span= 17.50 ft 750psi 290psi 2025psi 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 calculated and added to loads Uniform Load : D = 0.0640, L = 0.0270, Tributary Width = 1.0 ft: Point Load : D = 0.90, L = 0.90 k @ 17 .250 ft: DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span 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 0.212 1 3.5x11.875 614.12psi 2,900.00psi +D+L+H 9.005ft: Maximum Shear Stress Ratio Section used for this span Span# 1 0.066 in Ratio= 0.000 in Ratio = 0.241 in Ratio = 0.000 in Ratio= Load Combination Location rt maximum on span Span # where maximum occurs 3165 >=360 0<360 870>=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values Segment Length Span# M V Cd C F/V C1 Cr Cm C t CL M lb +D+H Length = 17 .50 It 0.171 0.005 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.06 446.62 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17 .50 It 1 0.212 0.104 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.21 614.12 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17 .50 It 1 0.123 0.061 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 446.62 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length " 17 .50 It 0.134 0.066 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.06 446.62 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 Length "' 17 .50 It 0.158 0.078 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.92 572.23 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length • 17 .50 It 0.172 0.004 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.92 572.23 F'b 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3335.00 0.00 3625.00 0.00 3335.00 Design OK 0.104: 1 3.5x11.875 30.18 psi 290.00 psi +D+L+H 0.000ft Span# 1 Shear Values V fv 0.00 0.00 f'y 0.00 0.61 22.12 261 .00 0.00 0.00 0.00 0.84 30.18 200.00 0.00 0.00 0.00 0.61 22.12 362.50 0.00 0.00 0.00 0.61 22.12 333.50 0.00 0.00 0.00 0.78 28.16 362.50 0.00 0.00 0.00 0.78 28.16 333.50 Wood Beam DESCRIPTION: RB1 Load Combination Segment Length Span I +0+0.00W+H Lenglh = 17.50ft 1 +0+0.750Lr+0.750L+0.450W+H Lenglh = 17.50 ft 1 +0+0. 750L +0.750S+0.450W+H Lenglh = 17 .50 ft 1 +0.000+0.00W+O.OOH Lenglh = 17.50ft +0+0.70E+O.OOH Lenglh = 17 .50 ft 1 +0+0.750L+0.750S+0.5250E+H Lenglh = 17.50 ft 1 +0.000+0.70E +H Lenglh = 17.50ft 1 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Max Stress Ratios M V Cd C F/V Cj 1.CXXJ 1.00 0.096 0.048 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.123 0.061 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.123 0.061 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.058 0.029 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.096 0.048 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.123 0.061 1.00 1.CXXJ 1.00 1.CXXJ 1.00 0.058 0.029 1.00 1.CXXJ 1.00 Project Title: Cress Residence Engineer: MS ProjectlD: 21L1142 Project Descr: Momert Values Cr Cm C t CL M fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.06 446.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.92 572.23 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.92 572.23 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.84 ?.67.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.06 446.62 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3.92 572.23 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.84 ?.67.97 Overall Maximum Deflections Load Combination +D+L+H Vertical Reactions Load Combination +O+H +D+L+H +O+Lr+H +O+S+H +0+0.750Lr+0.750L+H +0+0.750L+0.750S+H +0+0.00W+H +0+0.750Lr+0.750L+0.450W+H +0+0. 750L +0.750S+0.450W+H +0.00D+0.00W+O.OOH +O+O. 70E +O.OOH +0+0. 750L +0.750S+0.5250E +H +0.000+0.70E+H D Only L Only H Only Span Max. • -• Deft Location in Span Load Combination 0.2413 8.878 Support. nctation : Far left is #1 Support. 1 0.936 0.249 0.687 0.936 0.687 0.687 0.874 0.874 0.687 0.874 0.874 0.412 0.687 0.874 0.412 0.687 0.249 Support.2 2.684 1.123 1.561 2.684 1.561 1.561 2.404 2.404 1.561 2.404 2.404 0.937 1.561 2.404 0.937 1.561 1.123 Shear Values F'b V tv F'v 0.00 0.00 0.00 0.00 4640.00 0.61 22.12 464.00 0.00 0.00 0.00 0.00 4640.00 0.78 28.16 464.00 0.00 0.00 0.00 0.00 4640.00 0.78 28.16 464.00 0.00 0.00 0.00 0.00 4640.00 0.37 13.27 464.00 0.00 0.00 0.00 0.00 4640.00 0.61 22.12 464.00 0.00 0.00 0.00 0.00 4640.00 0.78 28.16 464.00 0.00 0.00 0.00 0.00 4640.00 0.37 13.27 464.00 Max. • + • Deft Location in Span 0.0000 O.CXXJ Values in KIPS A LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence ENGINEERING Wood Beam DESCRIPTION: F J1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Engineer: MS Project ID: 21 L 1142 Project Descr: Analysis Method : Allowable Stress Design Load Combination ;A.SCE 7-16 Fb+ Fb - 875 psi 875psi 600psi 625psi 170psi 425psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling v D(0.02} L(0.133} v 2x10 Span= 8.0 ft Ebend-xx 1300 ksi E minbend -xx 4 70 ksi Density 31.21 pd Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.1330 , Tributary Width = 1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span I where maximum OCCIJ"S Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.721. 1 2x10 700.15psi 962.50psi +D+L+H Maximum Shear Stress Ratio Section used for this span 4.CXX)ft Span# 1 0.096 in Ratio= 0.000 in Ratio = 0 .112 in Ratio = 0.000 in Ratio= Load Combination Location of maximum on span Span # where maximum OCCIJ"S 1001 >=360 0<360 853 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values Segmentl• Span# M V Cd C FN Ci Cr Cm C t CL M lb +D+H Leni,ti ., 8.0 It 0.119 0.053 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.18 103.26 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 Leni,ti = 8.0 ft 1 0.727 0.322 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.25 700.15 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Lenflh ., 8.0 It 1 0.086 0.038 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.18 103.26 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 Lenflh "'8.0lt 0.093 0.041 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.18 103.26 +D+O. 750Lr+O. 750L +H 1.100 1.00 1.00 1.00 1.00 1.00 Len!llh = 8.0 It 0.458 0.202 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.98 550.93 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 Len!llh = 8.0 It 0.498 0.220 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.98 550.93 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 F'b 0.00 866.25 0.00 962.50 0.00 1203.13 0.00 1106.88 0.00 1203.13 0.00 1106.88 0.00 Design OK V 0.00 0.07 0.00 0.51 0.00 0.07 0.00 0.07 0.00 0.40 0.00 0.40 0.00 0.322 : 1 2x10 54.66 psi 170.00 psi +D+L+H 7.241 ft Span# 1 Sheer-Values fv 0.00 F'v 0.00 8.06 153.00 0.00 0.00 54.66 170.00 0.00 0.00 8.06 212.50 0.00 0.00 8.06 195.50 0.00 0.00 43.01 212.50 0.00 0.00 43.01 195.50 0.00 0.00 LAMAR Engineering Project Title: Cress Residence 217 Landis Avenue Engineer: MS Chula Vista, CA 91910 Project ID: 21L1142 www.lamareng.com Project Descr: Printed: 13SEP2021, 11:38AM Wood Beam Soltwarn ~ ENERCALC, INC. 1983- 1 .11 • : DESCRIPTION: FJ1 Load Combination Max Stress Ratios Momert Values Shear Values Segment Length Span# M V Cd C FN C; Cr Cm C t CL M lb F'b V fv F'V Len~=8.0ft 1 0.067 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 103.26 1540.00 0.07 8.06 272.00 +D+O. 750Lr+O. 750L +0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~=8.0ft 1 0.358 0.158 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 550.93 1540.00 0.40 43.01 272.00 +D+O. 750L +0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~=8.0ft 1 0.358 0.158 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 550.93 1540.00 0.40 43.01 272.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~=8.0ft 1 0.040 0.018 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.11 61.95 1540.00 0.04 4.84 272.00 +D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~=8.0lt 1 0.067 0.030 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.18 103.26 1540.00 0.07 8.06 272.00 +D+O. 750L +O. 750S+0.5250E +H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~=8.0lt 1 0.358 0.158 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.98 550.93 1540.00 0.40 43.01 272.00 +0.60D+0.70E +H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~ =8.0ft , 0.040 0.018 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.11 61.95 1540.00 0.04 4.84 272.00 Overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination Max.'+' Deft Locaion in Span +D+L+H 0.1124 4.029 0.000 Vertical Reactions Support nooition : Far left is #1 0.0000 Values in KIPS Load Combination Overa I A 1mum Overan MINimum +D+H +D+L+H +D+lr+H +D+S+H +D+O. 750Lr+0.750L +H +D+0.750L+0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+O. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+O. 70E +0.60H + D +O. 750L +0.750S+0.5250E +H +0.60D+0.70E+H D Only L Only H Only Support 1 0.624 0.532 0.092 0.624 0.092 0.092 0.491 0.491 0.092 0.491 0.491 0.055 0.092 0.491 0.055 0.092 0.532 Support2 0.624 0.532 0.092 0.624 0.092 0.092 0.491 0.491 0.092 0.491 0.491 0.055 0.092 0.491 0.055 0.092 0.532 ,. A LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Project Title: Cress Residence ENGINEERING Wood Beam ····· ; DESCRIPTION: FH1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Engineer: MS ProjectlD: 21 L 1142 Project Descr: Printed: 13 SEP 2021, 10:16AM ress e a s. ENERCALC, INC. 1983-2020, Blld:12.20.5.17 Analysis Method : Allowable Stress Design Load Combination ;A.SCE 7-16 Fb+ Fb- 1,350.0 psi 1,350.0psi 925.0psi 625.0psi 170.0psi 675.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fc -Prll Fe -Perp fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.06J l(0.4) 4x8 Span = 6.50 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 calculated and added to loads Uniform Load : D = 0.000, L = 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occir.; Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.548 1 4x8 962.15psi 1,755.00psi +O+L+H 3.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span 0.091 in Ratio= 0.000 in Ratio= 0.106 in Ratio= 0.000 in Ratio = Load Combination Location r/ maximum on span Span # v.tiere maximum occir.; 858 >=360 0 <360 737 >=240 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values SegmertLe~ Span# M V Cd C FN Ci Cr Cm C t CL M fb +D+H Len~ = 6.50 It 1 O.<Bi 0.067 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.35 135.38 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~ = 6.50 It 0.548 0.430 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.46 962.15 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~ = 6.50 It 0.062 0.048 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.35 135.38 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~ = 6.50 It 0.067 0.053 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.35 135.38 +D+0.750Lr+0.750l.+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~ 2 6.50 ft 1 0.344 0.270 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.93 755.46 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 Len~ = 6.50 It 1 0.374 0.294 1.15 1.300 1.00 1.00 1.00 1.00 1.00 1.93 755.46 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 F'b 0.00 1579.50 0.00 1755.00 0.00 2193.75 0.00 2018.25 0.00 2193.75 0.00 2018.25 0.00 Design OK V 0.00 0.17 0.00 1.24 0.00 0.17 0.00 0.17 0.00 0.97 0.00 0.97 0.00 0.430 : 1 4x8 73.11 psi 170.00 psi +O+L+H 5.907ft Span # 1 Shew Values fv 0.00 f'y 0.00 10.29 153.00 0.00 0.00 73.11 170.00 0.00 0.00 10.29 212.50 0.00 0.00 10.29 195.50 0.00 0.00 57.41 212.50 0.00 0.00 57.41 195.50 0.00 0.00 DESCRIPTION: FH1 Load Combination Segment Length Span# Len~ = 6.50 ft: 1 +D+O. 750Lr+0.750L +0.450W+H Len~=6.50ft: 1 +D+0.750L+0.750S+0.450W+H Len~=6.50ft: 1 +0.60D+0.60W+0.60H Len~=6.50ft: 1 +D+0.70E+0.60H Len~=6.50ft: 1 +D+O. 750L +O. 750S+0.5250E +H Len~=6.50ft: 1 +0.60D+O. 70E +H Len~=6.50ft: 1 LAMAR Engineering 217 Landis Avenue Chula Vista, CA 91910 www.lamareng.com Max Stress Ratios M V Cd C FN Ci 0.048 0.038 1.60 1.300 1.00 1.300 1.00 0.269 0.211 1.60 1.300 1.00 1.300 1.00 0.269 0.211 1.60 1.300 1.00 1.300 1.00 0.029 0.023 1.60 1.300 1.00 1.300 1.00 0.048 0.038 1.60 1.300 1.00 1.300 1.00 0.269 0.211 1.60 1.300 1.00 1.300 1.00 0.029 0.023 1.60 1.300 1.00 Cr 1.00 1.00 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.·-· Dell Location in Span +D+L+H 0.1057 3.274 Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: Cress Residence Engineer: MS Project ID: 21 L 1142 Project Descr: Printed: 13 SEP 2021, 10:16AM ENERCALC, INC. 1983-2020, Buld:12.20.5.17 Momert Values Shear Values C t CL M lb F'b V rv F'v 1.00 1.00 0.35 135.38 2fm.OO 0.17 10.29 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.93 755.46 2fm.OO 0.97 57.41 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.93 755.46 2808.00 0.97 57.41 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.21 81.23 2fm.OO 0.10 6.17 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.35 135.38 2808.00 0.17 10.29 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.93 755.46 2808.00 0.97 57.41 272.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 0.21 81.23 2808.00 0.10 6.17 272.00 Load Combination Max.'+' Dell Location in Span 0.000 Vertical Reactions Support nocation : Far left: is #1 0.0000 Values in KIPS Load Combination Overall MAX,mum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+O. 750L +0.750S+H +D+0.60W+H +D+O. 750Lr+0.750L +0.450W+H +D+0. 750L +0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E +0.60H +D+O. 750L +O. 750S+0.5250E +H +0.60D+O. 70E +H D Only L Only H Only Support 1 1.513 1.300 0.213 1.513 0.213 0.213 1.188 1.188 0.213 1.188 1.188 0.128 0.213 1.188 0.128 0.213 1.300 Support2 1.513 1.300 0.213 1.513 0.213 0.213 1.188 1.188 0.213 1.188 1.188 0.128 0.213 1.188 0.128 0.213 1.300 Title Block Line 1 Project Title: Cress Residence You can change this area using the "Settings" menu tern and then using the "Printing & Title Block" selection. Ule Block Line 6 Wood Beam DESCRIPTION: CJ1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Engineer: MS Project ID: 21l 1142 Project Descr: Printed: 16 AUG 2021, 9:49AM Analysis Method : Allowable Stress Design Load Combination i'\SCE 7-16 fb+ 875.0psi 875.0psi 600.0psi 625.0psi 170.0psi 425.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 fb - fc-Pr11 Fe -Perp fv ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.027 ~ 2x6 Span = 12.0 ft 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 loads Uniform Load : D = 0.0270, Tributary Width= 1.0 ft DESIGN SUMMARY •41Hil•H Maximum Bending Stress Ratio 0.803 1 Maximum Shear Stress Ratio 0.190: 1 Section used for this span 2x6 Section used for this span 2x6 fb: Actual 822.24psi fv: Actual 29.11 psi Fb: Allowable 1,023.75psi Fv: Allowable = 153.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span 6.<XX>ft Location of maximum on span = O.<XX>ft Span # where maximum OCCll'S Span# 1 Span # where maximum occirs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.500 in Ratio= 288 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momert Values Sheil' Values Segment Le~ Span# M V Cd C FN Ci Cr Cm C t CL M 1b F'b V fv f'y +D+H 0.00 0.00 0.00 0.00 Len!PJ = 12.0 ft: 1 0.803 0.190 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1023.75 0.16 29.11 153.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len!PJ = 12.0 ft: 0.723 0.171 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1137.50 0.16 29.11 170.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~= 12.0ft: 1 0.578 0.137 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1421.88 0.16 29.1 1 212.50 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~= 12.0ft: 1 0.629 0.149 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1300.13 0.16 29.11 195.50 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len!PJ = 12.0 ft: 1 0.578 0.137 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1421.88 0.16 29.11 212.50 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Len~= 12.0ft. 1 0.629 0.149 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1300.13 0.16 29.11 195.50 +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 You can change this area using the "Settings· menu em and then using the "Prirting & Title Block" selection. Ule Block Line 6 Wood Beam DESCRIPTION: CJ 1 Load Combination Max Stress R alios Segment Lenglh Span I M V Len!P] = 12.0 It 1 0.452 0.107 +DtO. 750Lf +O. 750L t0.450W+H Len!P] = 12.0 It 1 0.452 0.107 +DtO. 750L +O. 750St0.450W+H Len!P] = 12.0 It 1 0.452 0.107 +0.600+0.60Wt0.60H Len!P] .. 12.0 ft 1 0.271 0.064 +Dt0.70E+0.60H Len!PJ = 12.0 It 1 0.452 0.107 + D+0.750L +0.750S+0.5250E +H Length = 12.0 It 1 0.452 0.107 t0.60Dt0.70E+H Len!P] = 12.0 It 1 0.271 0.064 Overall Maximum Deflections Load Combination D Only Vertical Reactions Load Combination vera 1mum Overan MINimum +D+H +D+L+H +D+Lf+H +D+S+H +0+0.750Lr+0.750L+H +0+0.750L +0.750S+H +D+0.60W+H +Dt0.750Lr+0.750L+0.450W+H +Dt0.750L+0.750S+0.450W+H +0.60D+0.60W+0.60H + Dt0.70E t0.60H + D+O. 750L t0.750St0.5250E +H +0.60D+0.70E+H D Only H Only Span Project Title: Cress Residence Engineer: MS Project ID: 21 L 11 42 Project Descr: Momert Values Cd C FN Cj Cr Cm C t CL M fb 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 493.35 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.52 822.24 1.300 1.00 1.00 1.00 1.00 1.00 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.31 493.35 Max. • -• Deft Location in Span Load Combination 0.4997 6.044 Support nrution : Far felt is #1 Support 1 0.1 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.104 0.173 0.173 0.104 0.173 Support2 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.173 0.104 0.173 0.173 0.104 0.173 Printed: 16 AUG 2021, 9:49AM Shear Values F'b V tv F'v 1820.00 0.16 29.11 272.00 0.00 0.00 0.00 0.00 1820.00 0.16 29.11 272.00 0.00 0.00 0.00 0.00 1820.00 0.16 29.11 272.00 0.00 0.00 0.00 0.00 1820.00 0.10 17.47 272.00 0.00 0.00 0.00 0.00 1820.00 0.16 29.11 272.00 0.00 0.00 0.00 0.00 1820.00 0.16 29.11 272.00 0.00 0.00 0.00 0.00 1820.00 0.10 17.47 272.00 Max.·+· Deft Locaion in Span 0.0000 0.000 Values in KIPS BUILDING DEAD LOAD ROOF DEAD LOAD: Roof = Exterior Walls = Interior Walls = Total Weight= FLOOR DEAD LOAD: FJoor = Exterior Walls Interior Walls = Total Weight = TOTAL DEAD LOAD, Wt= Project: Cress Residence By: Luis Labrada P .E. Date: 08-10-2021 LATERAL LOAD DISTRIBUTION Area Dead Load 3112 lft2 X 20 psf (WH/2) 320 X 4 X 16 psf 224 X 4 X 7 psf Area Dead Load lft2 X psf Length (WH/2) I X X psf I X X psf 62240 lbs 20480 lbs 6272 lbs 88992 lbs 0 lbs 0 lbs 0 lbs 0 lbs 88992 lbs 0/8/2021 U.S. Seismic Design Maps OSHPD Cress Residence 2649 Vancouver St, Carlsbad, CA 92010, EE. UU. Latitude, Longitude: 33.1748885, -117.3164488 Calles" ~a,,a ' tanglewood 9 ~ Polished General o Q'ffistry Hidden Canyon Community Date Design Code R.eference Document Risk Category Site Class r~ Value 0.984 S1 0.36 SMs 1.18 SM1 null -See Section 11.4.8 Sos 0.787 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 0.429 FPGA 1.2 PG~ 0.515 Tl 8 SsRT 0.984 SsUH 1.09 SsD 1.5 S1RT 0.36 S1UH 0.395 S1O 0.6 PGAd 0.5 ~s 0.903 https://seismlanaps.org Dncriptlon ,... __ ._ 10/8/2021, 15:43:56 ASCE7-16 II D -Default (See Section 11.4.3) MC~ 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 empllflcation 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 unifonn-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored detenninlstic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored unlfonn-hazard (2% probabHity of exceedance In 50 years) spectral acceleration. Factored detenninistfc acceleration value. (1 .0 second) Factored detennlnlstfc acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Map data ©2021 1/3 10/8/2021 Value 0.912 https://seismicmaps.org U.S. Seismic Design Maps Daserlptlon Mapped value of the risk coefficient at a period of 1 s 2/3 f0/8/2021 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, §.~.Q..<;; /.Q.§1:i!:'.,Q 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 I OSHPD do not intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals In Interpreting and applying the results of the seismic data provided by this website. Users of the Information 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/longitude location in the search results of this website. https:1/seismicmaps.org 3/3 AR ENGINEERING ■MMW■---■,■tMMM■hiM·WM Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 AREA A-ROOF LEVEL SEISMIC ANALYSIS BASED ON IBC 2018 (Equlvalent Lateral-Force Procedure, ASCE 7-1612.8) INPUT DATA Typical floor height h= Typical floor weight Wx= Number of floors n= Importance factor( ASCE 11.5.1) I= Building location Site class (A,B,C,D) The coefficient (ASCE Tab 12.8-2) Ct= The coefficient (ASCE Tab 12.2.1) R= Seismic design category = Latitude: Longitude: Fa= Fv= DESIGN SUMMARY SD V=es•w Cs= 0.121 V= E=V*p p= 1.3 E= ASD V=Cs*W Cs= 0.121 V= E=V*p/1.4 p= 1.3 E= VERTICAL DISTRIBUTION OF LATERAL FORCES Level Level No. Name 1 Roof DIAPHAGM FORCES Level Name Roof Ifi lbs 10005 Floor to floor height ft IWi lbs 88992 Fpx lbs 14,007 1 0.02 1.2 1.68 10,774.9 14,001.3 10,774.9 10,005.2 Height ft importance factor le= ft Ss= '¼g lbs S1= '¼g Sms= '¼g Sml= 60.48 '¼g Sos= '¼g So1= 40.32 '¼g hn= 8 ft k= (ASCE 12.8.3) x= (ASCE table 12.8-2} Ta= Ct(hn)" Ta= 0.10 Sec. (ASCE 12.8.2.1) table 11.4-1 W= 88,992 lbs table 11.4-2 IWxhk = 711,936 lbs R Cs= (Sds)/(-) le lbs lbs lbs p=Redundancy factor (ASCE 12.3.4) Weight Lateral Force Wx Wxhxk Cvx Fx Vx lbs lbs lbs 88992 711936 1.00 10,005 10005 PAGE : PROJECT : Cress Residence CLIENT : JOB NO.: 21L1142 DATE : DESIGN BY : MS REVIEW BY: INPUT DATA Exposure category (B, C or D, ASCE 7-16 28.7.3) Importance factor (ASCE 7-16 Teble 1.6-2) Basic wind speed (ASCE 7-18 28.5.1 or 2018 IBC) Topographic factor (ASCE 7-16 26.8 & Tabla 28.6-1) Building height to eave Building height to ridge Building length Building width Effective area of components (or Solar Panel area) DESIGN SUMMARY lw = V = K., = he= h, = L = B = A= C 1.00 110 1 8 16 80 68 0.09 for all Category mph, (177.03 kph) Flat n, (2.44 m) n, (4.88 m) n, (24.38 m) ff, (20. 73 m) Ir, <== Overhang? (Yes or No) m2 B YES Max horizontal force normal to building length, L, face Max horizontal force nonnal to building length, B, face Max total horizontal torsional load 15.36 kips, (68 kN), SD level (LRFD level), Typ. 13.24 lc/ps, (59 lcN) Max total u ard force ANALYSIS v,1oc1ty preuure qh • 0.00256 Ka Ka. I(,, K_ V' = 128.54 n-klps, (174 kN-m) = 94.27 Id 419 kN 22.38 psf where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268) Kz = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg266) K.t = wind dlrectionallty factor. (Tab. 26.6-1, for building, page 266) h = mean roof hel ht • • • 0.85 0.85 12.00 fl K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 80 ft, [Satisfactory) ~ ___ <_M_ln_L-B), [Satisfactory) (ASCE 7-16 26.2.1) (ASCE 7-16 26.2.2) Pnlun oru1ur,1 for MWFRs p • qh [(G Cpt )-(G Cp1 )] where: p = pressure In appropriate zone. (Eq. 28.3-1, page 311). Prm = 16 psf (ASCE 7-16 28.3.4) G C, r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313) G CpI = product of gust effect factor and Internal pressure coefflcfent.(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(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3) = 4.80 ft Net Pressures lnsn. Buie Load Cun Net Preuures lndl Torsional load Cases Roof a 10le 8 = 13.24 Roof aI igle 8 = 0.00 Roof er gle 8 = 13.24 Surface GCp1 Net Pressure wfth GCpr Net Prauure with (+GC01) (-GCoi) (+GC01) (-GCoil Surface Net Prauure wtth GCp1 (+GCp1) (-GC01l 1 0.47 6.52 14.58 -0.45 -14.10 ~-04 1T 0.47 1.63 3.64 2 -0.69 -19.47 -11.41 -0.69 -19.47 -11 .41 2T -0.69 -4.87 -2.85 3 -0.43 -13.66 -5.60 -0.37 -12.31 -4.25 3T -0.43 -3.42 -1.40 4 -0.37 -12.24 -4.18 -0.45 -14.10 ~-04 4T -0.37 -3.06 -1.05 5 0.40 4.92 12.98 Roof an Jle 8 = 0.00 6 -0.29 -10.52 -2.46 1E 0.71 11.96 20.02 -0.48 -14.77 -6.71 Surface Net Prauur• with GC0r (+GCp1) (-GC01) 2E -1.07 -27.98 -19.92 -1.07 -27.98 -19.92 5T 0.40 1.23 3.25 3E -0.62 -17.86 •9.80 -0.53 -15.89 -7.83 6T -0.29 -2.63 -0.62 4E -0.55 -16.23 -8.18 -0.48 -14.77 -6.71 SE 0.61 9.62 17.68 BE -0.43 -13.65 -5.60 Load Case A (Transverse} Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) Basic Load Cases ~onal Load Cases ~ Basic Load Cue A ITransverse Direction Are. Prfl9u1'11 !kl with Surface (112) (+GCpI) (·GCp1) 1 563 3.67 8.21 2 2459 -47.88 -28.07 3 2459 -33.59 -13.78 4 563 -6.89 -2.36 1E n 0.92 1.54 2E 335 -9.38 -6.68 3E 335 -5.99 -3.29 4E 77 -1.25 -0.63 :E Horlz. 8.68 8.68 Vert. -94.27 -50.44 Min. wind Horlz. 15.36 15.36 28.4.4 Vert. -87.04 -87.04 Torsional Load Case A {Transverse Direction) Area Pl'IIUUl'II !kl with Torsion !ft-kl Surface (112) (+GCp1) (-GCp1) (+GCp1) (-GCp1) 1 243 1.59 3.55 28 62 2 1062 -20.67 -12.12 -83 -49 3 1062 -14.51 -5.95 58 24 4 243 -2.98 -1.02 52 18 1E 77 0.92 1.54 32 54 2E 335 -9.38 -6.68 -76 .54 3E 335 -5.99 -3.29 48 26 4E n -1.25 -0.63 44 22 1T 320 0.52 1.17 -10 -23 2T 1397 •6.80 -3.99 31 18 3T 1397 -4.77 -1.96 -22 -9 4T 320 -0.98 -0.33 -20 .7 Total Horiz. Torsional Loed, MT 84 84 Pnlpn prepurea for components and cl■ddlnp p ■ qh[ (G Cp) • (G Cp1)] where: p = pressure on component. (Eq. 30.3-1, pg 334) Prnk1 = 16.00 psf (ASCE 7-16 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-16 30.3.2) 8= 13.24 ° Effec:tlw Zone 1 z-1· Aru (ft') GC. -oc. oc. -oc. Comp. 1 0.70 -2.50 -. Effec:tlw Zone 3 Zone 3a Aru (ft') oc. -oc. oc. -oc. 1 . . 0.70 -4.70 Zone 1 z-1· Comp. I, Cladding ----Prea:auN 19.69 -59.98 ( .,., ) Zona 3 Zone 3e -----19.69 -109.22 Basic Load Cue B ILonaltudlnal Direction) Are. Prfl9u1'11 Ck with Surface (112) (+GCpI) (-GCp1) 2 2459 -47.88 -28.07 3 2459 -30.27 -10.46 5 734 3.61 9.52 6 734 -7.72 -1.81 2E 335 -9.38 -6.68 3E 335 -5.33 -2.63 SE 82 0.79 1.45 GE 82 -1.12 -0.46 :E Horiz. 13.24 13.24 Vert. -76.39 -36.53 Min.wind Horlz. 13.06 13.06 28.4.4 Vert. -87.04 -87.04 Torsional Load Cue B (Lonaltudlnal Direction) Are. Pl'IIUUre !kl with T oralon ft-kl Surface (112) (+GCp1) (-GCp1) (+GCpI) (·GCp1) 2 2459 -47.88 -28.07 -26 -15 3 2459 -30.27 -10.46 17 6 5 326 1.60 4.23 21 56 6 326 -3.43 -0.80 45 11 2E 335 -9.38 -6.68 81 58 3E 335 -5.33 -2.63 -46 ·23 SE 82 0.79 1.45 25 46 6E 82 -1.12 ·0.46 35 15 ST 408 0.50 1.32 ·8 -20 6T 408 -1.07 -0.25 -16 -4 Total Horiz. Torslonel Loed, MT 128.5 128.5 __...... - Walls Zone 2 oc. -GC. -. Zone 3r oc. ·GC. 0.70 -4.70 Zone 2 --- Zone 3r --19.69 -109.22 .!oiJ~:l!~t1'!..l~ I I I I I I I I i2ol -l2r 2,I _ 12, I I I I I I I~ I l~I I I I I S..t°2,,-JHhn~.ii !{ Roof a,1· Roof 1>1• Zone2a Zone 2n Zone 2, oc. -oc. oc. -oc. oc. -oc. 0.70 -2.50 0.70 -3.50 0.70 -3.50 Zone 4 Zone s GC. -oc. oc. -oc. 1.00 -1 .10 1.00 -1.40 Zone 2a Zone 2n Zone 2r -----------..._.... 19.69 -59.98 19.69 -82.36 19.69 -82.36 Zone 4 Zone 5 -----..__ .... (The Max Pressure 26.41 -28.65 26.41 ·35.36 109.22 psf) Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 AREAA he= ft hb= ft hr= 16 ft I L= ft € B= ft J! I he/2+hb= 12 ft hx=he/2+hb Max horizontal wind force normal to bulldlng length, L, Face= •see wind analysis for low-rise building ASD Factor= Design wind force normal to bulldlng kenght, L, Face= Roof diaphragm tributary wind force= (12ft/16ft)*9216 lbs = Max horizontal wind force normal to bulldlng length, B, Face= •see wind analysis for low-rise building ASD Factor= Design wind force normal to building kenght, B, Face= Roof diaphragm tributary wind force= (12ft/16ft)*7944 lbs= 0.6 9216 6912 0.6 7944 S9S8 lbs lbs lbs lbs lbs lbs A ENGINEERING ----■-¥2¥■■---■----- AREAA Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 Y-Y Seismic-Wind Design Forces comparison Level Area Seismic Comulatlve Wind Govern Load per sq.ft (ft2) Loads Load Load Comulatlve Load (bl/ft2) Roof 3112 10005 10005 6912 6912 Seismic 3.2 X-X Seismic-Wind Design Forces comparison Level Area Seismic Comulatlve Wind Govern Load per sq.ft (ft2) Loads Load Load Comulatlve Load (bl/ft2) Roof 3112 10005 10005 5958 5958 Seismic 3.2 z B y X i ! E: r--..1 c::::; I 1'.11 E: E: ~ I 1'.11 c:::; WW.WWW W-WW ProJe<t: eras Raldenc.. By: Luis Labrada P .E. Datil: Ol-10-2.021 - 1 207 2 516 ►• > 3 516 3.9 150 4 516 6 1036 A 516 8 516 :c co 207 0.3 150 E 207 F 1036 207 207 621 207 6ll T-T--,-C!t') Y(p,f) - 104 3.2 362 3.2 732 na 3-2 75 3.2 251 3-2 829 3-2 251 3.2 732 1036 1246 3.2 104 3.2 75 3.2 104 3.2 129 3.2 i..wl -L<,od L<,od .. 335 335 1164 1164 2341 23-U 242 242 830 830 2666 2666 830 830 4006 4006 33S 335 242 242 335 335 2666 2666 Roal (psi) Floor (psi) Oedt (psi) 20 15 0 20 100 0 40 115 0 SH£ARWALL DESIGN --Uoll---LfflllhL(") LfflllhL(JI) -. "'41/1. 11(11) 6.75 6.75 50 8 21-75 21-75 54 8 19 19 U4 I llS llS 22 I 7 7 llf • 22 3.5 w 8 11.S 4 73 8 12.75 3.5 JlS 8 3.5 3.5 • 8 3 3 12 8 4 4 .. I 13 13 206 I Wais lnteria< Elltertot M.,illlld-- 0 0 0 0 0 140 73 360 110 1118 84 0 7 16 "Vrn-(V'h)/2L -- I I l l l I l 3 I l J J pd p,I Lqlll - 9 10.S 9 1O.S 17.S u Lqlll ----- -536 ---21n ---2873 --I -iw ---567 --919 6 354 6 2121 6 679 6 692 6 4U ' -SOS Not- Project: Cress Residence By: Luis Labrada P .E. Date: 08-10-2021 CONTINUOUS FOOTING DESIGN ALLOWABLE FOOTING LOAD Allowable Soil Bearing Pressure (ASBP) = 1500 pst CASE 1: EXISTING Width (b) = 1.0 ft Depth (h) = 1.0 ft Allowable Distributed Load: W ALLow=ASBP (b) = 1500 pit USE: 12" Wide x 12" Deep with # _-_Top & Bottom Allowable continuous footing point load: P allowable=ASBP(b)(2)(h)= 3000 lbs CASE 1: Width (b) = 1.00 ft Depth (h) = 1.50 ft Allowable Distributed Load: W ALLOw=ASBP (b) = 1500 pit USE: 12" Wide x 18" Deep with 2 # _4_Top & Bottom Allowable continuous footing point load: P allowable=ASBP(b)(2)(h)= 4500 lbs A ENGINEERING Project: Cress Residence By: Luis Labrada P.E. Date: 08-10-2021 SPREAD FOOTINGS DESIGN MARK: @J PMAX=ASBP(width)2= 5,000 Lbs USE: 24" Square x 18" Deep with ( 4) # 4 each way @ bottom MARK: lliJ P~ASBP(width}2= 8,000 Lbs USE: 30" Square x 18" Deep with (5) # 4 each way @ bottom MARK: [£D P~ASBP(width)2= 11,500 Lbs USE: 36" Square x 18" Deep with (6) # 4 each way @ bottom MARK: [ill PMAX=ASBP(width)2= 15,500 Lbs USE: 42" Square x 18" Deep with (7) #4 each way @ bottom MARK: ~ PMAX=ASBP(width )2= 20,000 Lbs USE: 48" Square x 18" Deep with (8) #4 each way @ bottom A ENGINEERING SIEARWALL SCIEDU..E MARI< Pll'llOOOTIPE ild.UYlf. I.OM> PL YWOOO NAUNG (Plf) 0 ~ TIICI( S1UOOO WL NO. 11 CA.. 1-1/tlOIIG, II.AHO COIENTON Otit:R 180 'MMJI YIIRE MESH 7 /16" HOO O 6' 0/C 0 l/t," a>X Pl'tVIOOO 260 8d • e.· o.c. CJI. a. 12 O/C r.N. 0 3/ff a>x Pl 'l'YIOOO 3.50 8d e 4• O.C. CJI, ,t 12 0/C f . 0 ~ STRUCTURAL I 8d e 3• o.c. E.H. t 12 0/C f.N. 600 TE1) PI.YWOOO * 0 ~ff SfRUCTURAL t 8d O 1' o.c. CJI. t. 12 0/C f.N. 730 TE1) PI.YWOOO * 0 15¾ia2" SfRUClUR I 10d O 2" o.c. £.H,•t: .12 0/C f.lt. 870 R PI.YWOOO * (l•l/t' "'1. 11M. PlEl,\llOI() 0 15~~AL I RA'IEO IOd O J" 0.C. U . t 12 0/C f .N. Pl N'JUO N UJO 80TH C6 WALL t (1-1/2' till -l"Dlt1'A!ION} St:!EARWALL SC!JWWi ~Q.IES; I. ALL All0IOR IKllS SIIAU. HAVE A MINIWUII EMeCDIIENT or 7 IIMMS INTO OOHCR(T[ (UNO) • NOT SPIICEO Mall: IIIAN 6 F{ET ~1111. 2. USf OOUCllAS AR NO. 2 ,PRESSURE 111EA1ED 5IU. PL"TES. J. 3".3",1/4' 'PL.Ill£ WASll'.RS SHALL BE ~ Ill £/,CH SIU PLAIE NICHOii 80L T. 4. PRO\IU A MINIMUM or TWO ANOiOR 80L TS PER SI PLATE 1111TH ONE 801.T lOCAlCD w-n. 12• Of EACH ENO Of £A01 PIECE. ~-CON1RAC10R'S OPIION TO USE 5%' IJA. IHAEAO W/ Sll'SQI 'Stf-)(1'' EPOXY 5' . EM!lEllMENT AHO EOG£ OISTANCE Of 1-3/4" AT ~E SPACINC SHOWltl HDI: ... 6. FAST[N[RS FOR PREAS91R£-PR£SCR\1All\lE 1R£11lED ANO F1Rt R£1MDANT TREAlED WOCXl SHAU BE Of HAT-OIPPfD ~C OOATEO CAlVillll[O, STAH£SS Stm. SILICON 8R002C OR COPP£R. 7. 80TTOII PLlllES ~ FltMICD ftOORS ro HAvt D1HCR NAILS OR LAGS W/ AIL SPM:JNG or J" O.C. OR LESS 9iALL l'OORAT£ INTO SDI.ID 4X llXC. LAGS SHALL POlttRA![ AT !.£AST 3" INTO ll.OCKINC B£LOW. 8. ~AA ·PANElS SKAU. BE N'PUED OIRECTL Y TO ~ FIIAIIIIIC AT 16 ()I CENTER M~ 9. All NAILS 5>IAU. llE <Xl!MCIN 'IIIU: NAILS, U.O.N. Project: Cress Residence By: Luis Labrada P .E. Date: 08-10-2021 5/a" DIA. SILL FUTE BOTTOM SILL Pl.AT[ IITT.WWENT TOP Pl.AT[ "TTACl#ol[)IT NICHOR 901.T SPACINC TO RM JOIST (JI BU(C TO RIM JOIST OR BlK'C e rOUICIA TION BD..O* ~ 48' o.c. 16d e ti' o.c. Al5011,' 0/C OIi LTP4 0 24" O.C. 48' o.c. 16d O tf' o.c. 1135 • ur O/C OIi L TP4 0 24" O.C. 32' o.c. 16d e ft o.c. 1135 OJ2" 0/C l 1P4 O 16' O.C. 24' o.c. 16d e j o.c. Al5 0 8" 0/C .. L1P4 0 12" 0.C. ,e· o.c. 16d O 2· o.c. Al5 0 e• 0/C OIi .. 3/tf'di<J X a· LACS O a· Q.C. L 1P4 0 8" O.C. 16d O 2· o.c. m • a· O/C 16" o.c. Cit OIi 3/ff di<J X ft LACS O II" O.C. LlP4 0 a• O.C. 12· a.c. 3/f{'di<J X ,: I.ACS O 6' Q.C. l 1P4 0 5' O.C. 10. SHEARIIAU.S llllTH M<K THAN OIE w:RllCAI. PANEL HEIGHl SHALL HA'IE DTHEJI ~TICAL OR tlO!aZ(JffAL STAGCO!CD 5PUC[I) .KltllS. 11 All PL'IWOOO PANELS SH BE a.oa<cO W/ 2X 8i..OC»IC. (UNO) 12. PR(WQ'. ~• (llCE DISTAH<ES FOR SHEAnw.G Nf) FRNolHC MtMIIER NAIi.iNC, 13. AU EX>GC tjAIUNC 9iALL POIEtRATC ,INTO FRAMING 1-.l/8" MUM, UNO. 14. PI.YWOOO HATHING ClKlE NJ,UjG IS AEWllfl> AT AU Hll.0-()()'Mj POST. 15. FRA...C SHAU. BE 3" NOMINAL (JI .oE1I AND HMS SlfAU. 8( STAGCERal AT AU PLlWOOO JOINTS AIID Sill Fl.ATES. AT J:;()~PLF. al CA£AIER.* 16. AT AD.IIININC PANO. EOOES, 2-2X STUDS /JUD JOCEMR MAY 8£ USED ti PU.a: Of A SINQ..C lX Sl\JO. 17. ll£R£ SHEAlllHG PAHCI.S Ml£. APPi.iil! OH 90111 FAIXS or !HE SlllW!~ 5"£11 THING P,ANfl JOINTS SHAU OCCUR AT J, NCIIIIHAI. OR TIICl([R FRAMH IIEl,&RS, PANEL JOOHS ON CM>4 SIDE OF WALL SIIAl.l BE STAC(l:RED. 18. fRAMING Qf'S; A35 OR LlP4 OR AAAf!(MI] [QJIYAl£NI. 19. OIAPHRAOII SHCA THING NAII.S OR OUIO! APPf/0\tll ~llttlG CQH.CTORS ~ IIE llRMN SO lHAT TH!JI HEAD OR CROIIII IS FlUSlt TH THE SURrAa: Of THC SHCATIIING. CIVIL+ STRUCTURAL WWW.LAMARENG.COM LLABRADA@LAMARENG.COM P: 619.370.9515 F: 619.764.4079 r r ROOF RlAMNG PLAN CRESS RESIDENCE 2649 VANCOUVER STREET CARLSBAD, CA 92010 PROJECT NUMBER: 21 L 1142 DATE: 08-13-21 BY: MS r r ' Milek~ Re: cress MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 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: K10281981 thru Kl0281986 My license renewal date for the state of California is September 30, 2022. September 14,2021 Zhao, Xiaoming IMPORTANT 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 ANSIITPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Milek or TRENCO. Any 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 verffied 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 property incorporate these designs into the overall building design per ANSIITPI 1, Chapter 2. a--ON coo ON N- -.;:t t:::: "-t 0 I'----c.o -- ~ Lt) 0 M I ~ N 0 N ~ al 0 Jo':• Truss Tr\188 Type Qty Ply K10281981 CRESS T1 FINK 1 1 Job Reference (oDtional) PIICific Truss (El Cajon), El Cajon, CA -92021, 5-6-14 5-6-14 10-6-0 4-11-2 8.330 s Oct 7 2020 MITek Industries, Inc. Tue Sep 14 12:16:54 2021 Page 1 ID:RVPoa1EBRmCC1RIWPVotquzmZGU-36rTQg5BCISlp3xqamPSFXL6AnKeSU?Xlfflu1ydjJt I 15-5-2 I 21-0-0 I Scale = 1 :3-4.6 4x.il = 3 3x4 = 3x.il = 3x4 = 3x.il = 3x.il = 7-2-10 21-0-0 7-2-10 7-2-10 LOADING (psi) SPACING• 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.07 5-6 >999 240 MT20 220/195 TCDL 15.0 lumberDOL 1.25 BC 0.53 Vert(CT) -0.29 5-6 >860 180 BCLL 0.0 • Rep Stress Iner YES WB 0.10 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code IBC2018fTPl2014 Matrix-S Weight: 81 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.2 G 2X4 DFNo.2 G 2X4DFNo.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-1-10 oc purilns. Rigid celllng directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1"0-3-8, 5=0-3-8 Max Horz 1=50(LC 16) Max Grav 1c932(LC 1 ), 5=932(LC 1) FORCES. (lb) -Max. Comp.n..4ax. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1856169, 2-3:..1634'70, 3-4:..1634'70, 4-5=-1856169 BOT CHORD 1-8:..26/1660, 6-8=0/1105, 5-6=-24/1660 WEBS 2-8=-382/106, 3-8=0/569, 3-6=-0/569, 4-6=-3821106 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal II; Exp B; Endosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0 , lnterior(1) 13-6-0 to 20-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members end forces & MWFRS for reactions shown; Lumber DOL=1 .60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psfbottom chord live load nonconcurrent with any otherllve 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) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss Is designed In accordance with the 2018 lntematlonal Building Code section 2306.1 and referenced standard ANSlfTPI 1. £ WARNING -Votlly de■lgn pa111meter■ end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml~7473 rev. 5/1B/2020 BEFORE USE. Dellgn Vlllld for-only with MIT--· Thia dMlgn la baHd only upon parameters"-"• SMI la for an Individual buldlng component. nct • lrUU system. Before,.., lhe building dngne< muat .-ify lhe appllcabitity of dNigr1 .,.,_ and Pf-1Y ln<lcfpora1e lhia dellgn Into lhe owrall bulldlng de191. Bracing lndlcatad .. lo pr.wnt budding"' ---end/or chord -only. Addltlotlel lampcnry and _,,i bm:lng la aiw11ys required for~ WICI lo pnr,ent oollapte wi1h pooal)le poqonal lrjury WICI prnperty damage. Far general guldanoe n,gardlng the labrlcallon, storage, de~. tredlon and lnclng ort,u-and !Ml ayotema, -ANSVT1't1 ~ Cl1IMo, DSNI and SCS/ s..-.,, c_, Safwly--available from Truu Plate lnslltute, 2870 Crain HlglMay, Suite 203 Waldolf, MD 20l!01 September 14,2021 111· MiTek· 250 Klug Ckde Corona, CA 92880 Jot) Truss Truss Type Qty Ply K10281982 CRESS T1A GABLE 1 1 Job Reference ll'>l'ltionall Pacific Truss (El Cajon), El Cajon, CA-92021 , 5-6-14 8.330 a Oct 7 2020 MITek lndusviea, Inc. Tue Sep 1412:16:55 2021 Page 1 ID:RVPoa1EBRmCC1RIWPVOtquzmZGU-XLPrd05qz3acRDWOQTxhokuHv8gtBxFhXJ1JQTydjJs 15-5-2 21-0-0 5-6-14 -4-11-2 Scale c 1 :34.6 4x4 = 3 7-2-10 13-M 21-0-0 7-2-10 7-2-10 LOADING (psf) SPACING-2-0--0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.07 5-6 >999 240 MT20 220/195 TCDL 15.0 LumberDOL 1.25 BC 0.53 Vert(CD -0.29 5-6 >860 180 BCLL 0.0 • Rep Stress Iner YES WB 0.10 Horz(CD 0.07 5 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-$ Weight: 1 03 lb FT,.20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OFNo.2 G 2X4 OF No.2 G 2X4 OF No.2 G 2X4 DFNo.2 G BRACING- TOPCHORD BOT CHORD Structural wood sheethlng directly applied or4-1-10 oc purlins. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1C0-3-8, 5=0-3-8 Max Horz 1c50(LC 16) Max Grav 1c932(LC 1 ), Sc932(LC 1) FORCES. (lb)-Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1856/69, 2-3=-1634170, 3-4=-1634170, 4-5=-1856/69 BOT CHORD 1-8=-26/1660, 6-8=0/1105, 5-6=-24/1660 WEBS 2-8=-382/106, 3-8=0/569, 3-6=-0/569, 4~=-382/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vaad=87mph; TCOLcS.Opsf; BCDL=6.0psf; h=25fl; Cal 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterlor(1) 3-1-12 to 1~-0. Exterlor(2R) 1o-6--0 to 13-6-0 , lnterlor(1) 13-6-0 to 20-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for membe~ and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL"'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/TPl 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. 6) • This truss has been designed for a llve load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0--0 wide will flt bei-n the bottom chord and any other membe~. 7) A plate rating reduction of 20% has been applied for the green lumber membe~. 8) This truss Is designed In accordance with the 2018 lntematlonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. A,_ WARNING· Ve,tty design pamneto,. and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE Ml~7473 rev. 5119/2020 BEFORE USE. Oeolgn wild for-only wl1h MIT--. TNa deolgn la baaed only upon pararnoterw .,_,,, and II for 1111 .-,., buldlng ~ not a lruA syotem. Before uae, lhe bulldlng ~ muot wrtfy1ho ~ of deoign ,,._ and pr-1), lncorpcnlo 1h11 deolgn Into lhe o-.ll bulidlng dNlgn. Bracing Indicated II to ....-,1 boddlng of lndlvldual 1ruoa -and/cr chonl -or,ly. Addltlonal lempcnry and pannanent bracing It -ys requlnld for~ and to ....-,1 oollopN wi1h _.,.. perwonal "1urY and f)<-1Y ~-Fe.-general guidance _,oing 1he -. otorago. dellv9,y, 9fWdlon and brlldng oftruaM and 1NM fYllema, -ANSVTPtf Qua#ly CIHwfa, DSll-n and acai-,,, Component Saf9Cy tnronnallon available from Truu Plate lnalltute, 2670 Crain Hlg!May, &Illa 203 Waldo<f, MD 20e01 September 14,2021 111 MITek' 2SOl<lugCltt:le Corona, CA. 92880 Jo6 Truss Truss Type Qty Ply K10281983 CRESS T2 GABLE 1 1 Job Reference (ontl,,,.all Pacific Truss (El Cajon), El Cajon, CA -92021, 8.330 s 0d 7 2020 MfTek lnduatrles, Inc. Tue Sep 14 12.17.05 2021 Page 1 ID:RVPoa1 EBRrnCC1 RJWPVOtquzmZGU-FGOdjR05<:7qBdlHx?a61 Crt?h06wXSV9qtSnnuydjJI 5-6-1-4 3x4 = 7-2-10 7-2-10 LOADING (psf) SPACING• 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 TCDL 15.0 LumberDOL 1.25 BC 0.42 BCLL 0.0 • Rep Stress Iner YES WB 0.18 1 IHH> 12-6-0 <1-11-2 I 2-0-0 I 3 II 3x4 = 5 3x4 = DEFL. In (loc) I/deft Ud PLATES Vert(LL) --0.06 1-6 >999 240 MT20 Vert(CT) --0.22 1-6 >672 180 Horz(Cn 0.01 5 n/a n/a Scala "' 1 :30.8 GRIP 220/195 BCDL 10.0 Coda IBC2018/TPI2014 Matrix-S Waight: 57 lb FT= 20% LUMBER· TOP CHORD BOT CHORD WEBS 2X4 DFNo.2 G 2X4 DFNo.2 G 2X4 DFNo.2 G BRACING• TOP CHORD Structural wood sheelhlng directly applied or 6-0-0 oc purflns, except end verticals. BOT CHORD Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 5=0-3-8 Mex Horz 1=101(LC 9) Max Uplift 1=2(LC 12), 5=-5(LC 12) Max Grav 1=549(LC 1), 5=549(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1·2=906/101, 2-3=-6n/92 BOT CHORD 1-6=-178/789 WEBS 2-6=-397/141, 3-6=-32/586, 3-5=-512/127 NOTES• 1) Unbelenoed roof live loeds heve been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) geble end zone and C-C Extarlor{2E) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 10-6--0, Exterior(2E) 10-6--0 to 12-4-4 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 psf bottom chord live load nonconcurrent with any other live loeds. 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 la11 by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT4 USP connectors recommended to connect truss to beerfng walls due to UPLIFT at jt(s) 1. This connection Is for uplift only and does not consider leteral forces. 7) One HTS20 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection Is for uplift only end does not consider lateral forces. 8) This truss Is designed In accordance with the 2018 lntemetlonel Building Code section 2306.1 and referenced standerd ANSlfTPI 1. ... WARNING• V"'1fy design parameter. end READ NOTES ON THIS ANO INC~UDED MITEK REFERENCE PAGE Mll-7◄7319Y. 5/1912020 BEFORE USE. Deolgn valid lot uoo only with MIT-connec1ofs. Thia dMlgn la bMed only upon poramole!W lhown. and le for 11n ll1dMdual buldlng C0ffl!)Ol1lln1, ncl • wa oyotem. Belon, UH, the building designer muot w,lfy lhe ~ of dellgn __.. and pn,pel1y incofp0fale thla design Into the -.II bulldlng deolgn. Br8c:lng Indicated la to prwwnt budcllng of lrdvldual --and/or chord rnembela only, Additional temporary and _.,i bradng lo always NqUired for llabiily and to_,..._ with_.,.. pe,wonal lrjury and property damage. For general guidance regarding the fabricetlon, oton,ge. dellvwy, ..-odlon and bracing of-and '1utl ayalema, -ANSIIT"'1 Qua#ly CrlfwvJ, DSB-ff •lld BCSI a-,, ~I S.r.ty lnfomtallon •-l'rom Tnaa Plate 1-., 2870 Crain~. s..lte 203 Waldorf, MO 20601 September 14,2021 NI Milek· 250 l<lug Clrde Corona, CA 92880 I Jou Truss Truss Type Qty Ply K10281984 CRESS T2A GABLE 1 1 Job Reference lootionall Pacific Truss (El Cajon), El Cajon, CA -92021, 8.330 a Oct 7 2020 MfTek Industries, Inc. Tue Sep 1-4 12.17:06 2021 Page 1 1D:RVPoa1 EBRmCC1 RIWPVOtquzmZGU-jSa?xnE)NRy2FV88ZHdGl2r-4mdNVGtol3XCOJKydjJh -4x8 = 7-2-10 7-2-10 Plate Offsets (X Y)-11 ·0-0-0 0-0-4) I I LOADING (psf} SPACING-2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 TCDL 15.0 LumberDOL 1.25 BC 0.72 BCLL 0.0 • Rep Sin!&& Iner YES WB 0.30 1 IM>-0 12-6-0 4-11-2 I 2..()..() I -4x4 = 3 II 3x4 = 5 6x6 = ~3-6 DEFL. In ~oc) Vdefl Ud PLATES Vert(Ll) 0.08 1-6 >999 240 MT20 Vert(CT) -0.22 1-6 >672 180 Horz(CT) 0.04 5 n/a n/a Scale = 1 :30.8 GRIP 220/195 BCDL 10.0 Code IBC2018/TPl2014 Matrtx-S j Weight: 57 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS 2X4 DFNo.2 G 2X4 tll= No.2 G 2X4 DF No.2 G BRACING- TOPCHORD Structural wood sheathing directly applied or 2-4-15 oc puriin&, except end verticals. BOT CHORD Rigid celling directly applied or 2-11-3 oc bracing. REACTIONS. (size) 1=0-3-8, 5=o-3-8 Max Horz 1=101(LC 9) Max Uplift 1=-1682(LC 37), 5=-463(LC 38) Max Grav 1=1985(LC 50), 5=763(LC 49) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2"'"4563/4222, 2-3=-2699/2272, 3-4=-6961714 BOT CHORD 1-6=-4021/4202, 5-6=-1607/1714 WEBS 2-6=-397/191, 3-6=-92/586, 3-5=-874/622 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal II; Exp B; Enciosed; MWFRS (envelope) gable end zone and C-C Extertor(2E) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 10-S-O, Exterior(2E) 1o-6-0 to 12-4-4 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 tru&& has been designed for a 10.0 psf 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) A plate rating reductlon of 20% has been applied for the green lumber members. 6) Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1. This connection is for uplift only and does not consider lateral forces. 7) One HTS20 Simpson Strong-Tie connector& recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss Is designed In accordance with the 2018 lntematlonal Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a total drag load of 4200 lb. Lumber DOL.,(1.33) Plate grip DOL=(1 .33) Connect tru&& to resist drag loads along bottom chord from 0-0-0 to 12-6-0 tor 336.0 plf. 10) Double Installations of RT16A require Installation on both interior and exterior sides. ,& WARNING -Verify dealjjn paramoton, and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. ONlgn ,,.lid for ... only with M1Te1<e .....-. This dellgn la bued only upon parameters"'-"• -la for on lndlYldual buldlng _,.,,i, no1 • truu •~-Befora .... the building deolgP,er IIIUII verily the oppllcabillty of dellgn .,...._ Ind properly lnoarporata 1h19 deolgn Into the ovwall bulldlng dellgn. Bracing indlcatad la to pr....-4 budding of lndMduaJ 1ruu -and/or chord -only. -lempcnry and-· breclng la~ raq<Jired for otabillfy Ind to prew,nl ..._ with 1)0111,16 pe,oonal ir1t,ry Ind property damage. fo, gen■/111 guid8nCo ,_.ting tile ~. ■to<age. ~. oredlon ■nd bradng of-and truu IYQffil, -ANSVTPt1 QuelllyerllaM, 0$11-UandBCSIBu-.g ~ Safaly ,,,,.,,,,,._ 1vallable from Truaa Plate 1-. 21170 Ctaln HlglM■y, 5Ylte 203 Wlldolf, MD 20801 September 14,2021 •• 250 t<Jug Cln:le Corona, CA 82880 , Joli Truss Truss Type Qty Ply K10281985 CRESS T3 SCISSORS 1 1 Job Reference (oDtional) P•clfic Truss (El Cajon), El Cajon, CA -92021, 8.330 s Oct 7 2020 MITek Industries, Inc. Tue Sep 14 12:17:07 2021 Page 1 ID:RVPoa1EBRmCC1RlWPVOtquzmZGU-Be8N86FL81-4vt3RK7?8VHGNFgOjg?JkSIBxxmydjJg 5-9-4 10-6--0 15-2-12 21-0-0 5-9-4 '4-8-12 -4-8-12 5-9--4 Scale = 1 :3-4.5 4x4 = 3 3x8 ::: 3x8 =:: 5-9-4 10-6--0 15-2-12 21-0-0 5-9-4 -4-8-12 -4-8-12 5-9-4 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. In 0oc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.69 Vert(LL) -0.20 6-7 >999 240 MT20 220/195 TCOL 15.0 LumberOOL 1.25 BC 0.72 vert(cn -0.70 6-7 >354 180 BCLL 0.0 • Rep Stress Iner YES WB 0.32 Horz(Cn 0.43 5 n/a n/a BCOL 10.0 Code IBC2018/TPl2014 Matrix-S Weight: 78 lb FT=20% LUMBER• TOP CHORD BOTCHORO WEBS 2X4 OF No.2G •2X4 OF No.2 G 2X4 OF No.2 G BRACING• TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2--5-8 oc purUns. Rigid celling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-3-8, 5=0-3-8 Max Horz 1"-50(LC 13) Max Grav 1 =932(LC 1 ), 5=932(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 Ob) or less except when shown. TOP CHORD 1-2=-3371/53, 2-3=-2407138, 3-4=-2407/41, 4-5=-3371/51 BOT CHORD 1-IF-17/3110, 7-8=-17/3112, 6-7=-1213112, 5-6=-12/3110 WEBS 3-7=0/1492, 2-7=-929/97, 4-7=-929/103 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL"'6.0psf; BCOL=6.0psf; h,.25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterior(1) 3-1-12 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0 , lnterior(1) 13-6-0 to 20-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reacllon11 shown; Lumber DOL=1 .60 plate grip DOL=1 .60.. 3) This truss has been designed for a 10.0 psf 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 flt between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjolnt(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss Is designed In accordance with the 2018 lntematlonal Building Code &eelion 2306.1 end referenced standard ANSI/TPI 1. £ WARNING -Verify design pa111mete111 and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. DMlgn vaHd for -only wffh MIT-connedora. Thia cfealgn la buad only upon pa,amotera lhown, Ind la for on lndlvldual buldlng component, ncl ■ truu ayurn. Before .... .,. IMllkllnG clealgner rnuat .-tfy.,. ■ppllc■bility of dMlgn per...-■nd _,iy Incorporate lhla deoign Into.,. --■II buildlng dell!,1. Bracing lndlc■ted la to pteYOl1I budding ol Individual tn.u -■ndla-chord -only. Addltlon■I ~ ■nd ~ bradng la~ requlrod for at■blllty ond to p,ewnt ool■pM with poNiM pon,on■I ~ury and ,._iy d■.._. For genn guidance reg■rdlnG the -. atorage,clellwty, _, ■nd bracing ol-■nd lNA ayotemo, -ANSVn'lf Qu■#ly~, DSB--OandBCSIS.-.., ~ Safe(r _,.,,, ■v■ll■ble from Truu Pl■te lnsU!ule, 21170 Crain Highway, Suite 203 Waldo,I, MD 20601 September 14,2021 •• MITek· 250 Klug Circle ec.on., CA 112880 Job Truss Truss Type Qty Ply K10281986 CRESS T3A GABLE 1 1 Job Reference (optional) Pacific Truss (El Cejon), El Cajon, CA-92021, 8.330 s Oc:t 7 2020 Milek Industries, Inc. Tue Sep 14 12:17.07 2021 Page 1 ID:RVPoa1EBRmCC1RIWPVOtquzmZGU-Be8N86FL814vt3RK7?8VHGNFg0jg?JkSIBxxmydjJg 5-9-4 10-6-0 5-9-4 4-8-12 1s-2-12 I 21-0-0 I 4-8-12 5-9-4 Scale " 1 :3<4.5 4x4 = 3 3x8 -::= 3x8 ;::: 5-9-4 10-6-0 15-2-12 21-0-0 5-9-4 4-8-12 4-8-12 5-9-4 LOADING (psf) SPACING-2-0-0 CSI. DEFL In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.20 6-7 >999 240 MT20 220/195 TCOL 15.0 LumberDOL 1.25 BC 0.72 Vert(CT) -0.70 6-7 >354 180 BCLL 0.0 • Rep Stress Iner YES WB 0.32 Horz(CT) 0.43 5 n/a n/e BCOL 10.0 Code IBC2018fTPl2014 Matrix-S Weight: 85 lb FT=20% LUMBER- TOPCHORO BOTCHORO WEBS OTHERS 2X4 DF No.2G 2X4 DF No.2 G 2X4 OF No.2 G 2X4 OF No.2 G BRACING- TOPCHORD BOTCHORO Structural wood sheathing directly applied or 2-5-8 oc purllns. Rigid celling directly applied or 10-0-0 oc bracing~ REACTIONS. (size) 1=0-3-8, 5=0-3-8 Mex Horz 1 =-50(LC 13) Max Grav 1 =932(LC 1 ), 5=932(LC 1) FORCES. (lb)• Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3371/53, 2-3=-2407/38, 3-4=-2407/41, 4-5=-3371/51 BOT CHORD 1-8=-17/3110, 7-8=-17/3112, 6-7=-12/3112, 5-6=-1213110 WEBS 3-7=0/1492, 2-7=-929/97, 4-7=-929/103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-16; Vult=110mph (3-second gust) Vesd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, lnterlor(1) 3-1 -12 to 10-6-0, Exterfor(2R) 10-6-0 to 13-6-0 , lnterlor(1) 13-6-0 to 20-10-4 zone; cantilever left end right exposed ; end vertical left and right exposed;C-C for members end forces & MWFRS for reactions shown; lumber OOL=1.60 plate grip OOL=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 epplicable, or consult quellfled 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. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord In ell areas where a rectangle 3-6-0 tell by 2-0-0 wide will flt between the bottom chord end any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at Jolnt(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) This truss Is designed In accordance with the 2018 lntemetional Building Code section 2306.1 and referenced standard ANSlfTPI 1. £ WARNING · Vertfy dealgn pa111metora and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/:1020 BEFORE USE. DM!gn veRd for,.. only wfth MIT---Tin deolgn Is bNed only upon pen,metefl .,_,,, and lo for on lndMdual ~ a,mponont, not a INN•~-Before,.., the building de■lgner-verify the applicability al de■lgn ~ and property Incorporate this d-■igrl Into the CNWOII building d-■igrl. Br..:lng Indicated lo ID pn,-blldding of ~I truM -and/or c:honl _,,bet-. only. Additlonal tamponory and -'""""' bracing lo atw.ys ,.quired for llllbllity and ID prevent~ with poul,le pen,onal ~ ond J>1-1Y damage. Far genetal guldanc:e _.sing the fabrleetlon, atarage, ~. trKllon and bracing olin-and INN ■yot-. ■ae ANSVf1'tt Qua/lly CrllwM, DSB-ff-BCSI Bu-.g ~nt s~ -available from Truss Plolte lnstllllle, 2670 Crain HighWay. Suite 203 Woldorf. MO 20601 September 14,2021 •• Milek· 250KlugClrde Corona, CA 112880 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. 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 Milek 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 BEARING Indicated by symbol shown and/or by text in the bracing section of the output Use T or I bracing if indicated. 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/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Buildlng Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dlmen•lons shown In fUn ... lxtHntha (Drawings not to scale) 1 2 3 TOP CHORDS 8 6 5 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 ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® 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. Additional stability bracing for truss system, e.g. diagonal or X-braclng, Is always requlred. See BCSI. 2. Truss bracing must be designed by an enginffr. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considenid. 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 all other lnl8nlstad parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time offabricatlon. 9. Unless expressly noted, this deslgn Is not applicable for use with fire retardant, preservative treated, or gre«1 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 requl19111ents. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specifled. 13. Top chords must be sheathed or pur1ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing al 10 ft. spacing, or lass, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient 20. Design assumes manufacture in accordance with ANSVTPI 1 Quality Criteria. 21.The design does not take Into account any dynamic or other loads other than those expressly stated. ALLIED EARTH TECHNOLOG\' 791:-Sil Vf RTON AVrNI'[ Sl'ITr ,(7 /\ Dl[GO.CAI IFOR IA<l11::!6 PII (8,8) ,86 1665 FA. 1858) 586-16'-0 (619)-1-17-474 7 RECEIVED ---------------------=-=----== ROBERl CI !AN P.E GEOTECHNICAL INVESTIGATION PROPOSED REMODELNG AND ADDITION SITE 2649 VANCOUVER STRET CARLSBAD, CALIFORNIA FOR DONNA L. CRESS PROJECT NO. 21-110683 December 10, 2021 CBR2021-3054 JANS 1 2022 CITY OF CARLSBAD BUILDING DIVISION {;! > 1--0 2649 VANCOUVER ST CRESS: ADDITION (898 SF)/ REMODEL (305 SF) 1674420800 1/31/2022 CBR2021-3054 ALLIED EARTH TECHNOLOGY 7915 SILVERTON AVENUE. SUIT!-. 317 SAN DIEGO. CALIFORNIA 92126 PH (858) 586-1665 FAX (858) 586-1650 (619)4-47-4747 ROBERT CHAN. P.E. December 10, 2021 MAXmyHOME 4364 Bonita Road #305 Bonita, CA. 91902 Attn: Subject: Dear Mr. Ray : Mr. Stephen Ray Project No. 21-1106H3 Geotechnical Investigation Proposed Remodeling and Addition Site 2649 Vancouver Street Carlsbad, California In accordance with your request, we have perfonned a geotechnical investigation for the proposed remodeling and addition to the existing residence on subject property, more specifically referred to as being Lot 81 of Carlsbad Court, according to Map thereof No. 10128 (APN 167-442-08-00), in the City of Carlsbad, State of California. It is our understanding that the addition shall consist of 176 square feet of kitchen area and 722 square feet of the master area. The approximate location of subject property is shown on Figure No. 1, entitled, "Site Location Map". The purpose of this geotechnical investigation was to inspect and determine the subsurface geotechnical conditions and certain physical engineering properties of the soils beneath the site, so that engineering recommendations could be presented for the safe and economical development of the site as proposed. In order to accomplish this purpose, representatives of our firm visited the property on December 7, 2021 to review the topography and general site conditions. Project No. 21-1106H3 MAXmyHOME 12/10/21 Page2 2649 Vancouver Street Three exploratory borings were excavated with a portable bucket auger at locations on the site where the most useful information may be obtained. The approximate location of these exploratory borings is shown on Figure No. 2, entitled, "Approximate Location of Exploratory Borings". The exploratory borings were excavated to a depth of 5 feet below existing ground surface. The soils encountered in the exploratory borings were logged by our field representative, and the results summarized on Figure No. 3 to 5, inclusive, each entitled, "Boring Log Sheet". The in- situ densities of the soils encountered were determined with a Triggs penetrometer. Samples of the soils encountered were obtained for laboratory testing and analysis, as presented on page L-1 attached hereto. 1. From the site inspection, it was determined that : a. Subject property is a quadrangular-shaped lot of approximately 0.17 acres, located on the west side, near the end of the cul-de-sac of Vancouver Street. A single-story single-family residence with an attached two car garage currently occupy the front easterly portion of the site. According to available public records, it is our understanding that this residence, consisting of 1,562 square feet, was constructed in 1984. b. According to the Geologic Map of the Oceanside Quadrangle, the general area is underlain by Middle Eocene Santiago Formation. On subject property, the Santiago Formation was encountered in the form of dense light tan silty fine sands and fine sands. In Boring No. 1, near the top of the exiting slope, approximately 2 feet of loose fill soils wee encountered. c. Laboratory test results indicate that the soils encountered on the site possess very low expansion potential (Expansion Index= 12). d. No subsurface seepage or groundwater were encountered in the exploratory borings to a depth of 5 feet. Subject building pad is at an approximately elevation of 208 feet above mean sea level. 2. Based on the results of the investigation, there appear to be no significant geotechnical hazard constraints on site that preclude the construction of the accessory dwelling unit, and it is our opinion that the design and construction is feasible from a geotechnical engineering standpoint, provided that the recommendations presented in this report are incorporated into the design plan(s) and are properly implemented during the construction phase: Project No. 21-1106H3 MAXrnyHOME 12/10/21 Page 3 2649 Vancouver Street a. Loose fill soils similar to those encountered in Boring No. 1 to a depth of 2 feet, that remain below finished grade within 5 feet outside the foundation line of the proposed structure, should be removed. The bottom of the over-excavation should be inspected and approved by our firm. The removed soils should then be properly moistened, replaced and compacted until finished grade is achieved. b. All fill soils are to be compacted to at least 90 percent of maximum dry density at near optimum moisture content, in accordance with ASTM D1557. c. It is recommended that a safe allowable soil bearing value of 2,000 pounds per square foot be used for the design and checking of continuous footings that are a minimum of 12 inches in minimum horizontal dimension, and are embedded at least 12 inches below the surface of the competent natural ground. d. To resist lateral loads, it is recommended that the pressure exerted by an equivalent fluid weight of300 pounds per cubic foot be used for footings or shear keys poured neat against competent natural soils. The upper 12 inches of material in areas not protected by floor slabs or pavements should not be included in the design for passive resistance. This value assumes that the horizontal distance of the soil mass extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. e. A coefficient of sliding friction of 0.32 may be used for cast-in-place concrete over competent natural or compacted fill soils. Footings can be designed to resist lateral loads by using a combination of sliding friction and passive resistance. The coefficient of friction should be applied to dead load forces only. f. The seismic design factors were determined in accordance with 2019 California Building Code, and presented on the following page : Project No. 21-l 106H3 MAXmyHOME 12/10/21 Page 4 2649 Vancouver Street Site Coordinates Latitude = 33.1750 Longitude = -117.3167 Risk Category = II Site Class = C Spectral Response Acceleration At Short Periods Ss = 0.984 g Spectral Response Acceleration At 1 Sec. Periods Sl = 0.36 g Sms = 1.181 g Sml = 0.541 g Sds = 0.787 g Sdl = 0.36 g Seismic Design Category = D Fa = 1.2 Fv = 1.5 g. In consideration of the competent natural soils underlying the site, and the lack of a permanent groundwater table near the ground surface, it is our opinion that soil liquefaction does not present a significant geotechnical hazard for the proposed site development. h. It is recommended that our firm review the building plans to ensure that our recommendations as presented herein ae properly incorporated into the plans. 1. It is further recommended that the proposed site development be accomplished in accordance with the approved plans and applicable regulations, except where items 2(a) to (h) above are more stringent. lusive, are parts of this report. \>\\OfESS/0~ ~~y, ~---<=-~ B~ oe~~r CH-4~ ~~ 2 ~ ~ ct' No. C-24613 Exp, 12/31/.tl v~OFESSta ~ ,~ i No. G-00198 Exp. 12/31;_11 G'~ t-" OrEcHN\c, ,$'~ ____ ...... ,,~ ft OF CAL\foi" Project No. 21-l 106H3 MAXmyHOME 12/10/21 Page L-1 2649 Vancouver Street LABORATORY TEST RESULTS 1. The maximum dry density and optimum moisture content of the fill soils encountered were determined in accordance with A.S.T.M. Dl557, Method A. The results of the tests are presented as follows : Soil 1 Soil Description Light tan silty fine sand (SM) (SM) Maximum Dry Density (lbs./cu.ft.) 118.0 Optimwn Moisture Content (% Dry Wt.) 12.5 2. The Expansion Index of the most clayey soils was determined in accordance with A.S.T.M. D4929-l l. The results of the test are presented as follows : Soil Type 1 Soil Description Light tan silty fine sand (SM) Expansion Index 12* *Considered to possess very low expansion potential' NOT TO SCALE PROJECT NO. 21-1106 H3 FIGURE N0.1 FT. ' -K 0 l ~ ( ' 2 . 3 . ' 4 . 5 - " BORING LOG SHEET BORINGN0.1 Elev. 209' msl DESCRIPTION Light tan, dry, loose (Fill soils) SOIL TYPE SIL TY FINE SAND (SM) (D Light tan, damp, dense SIL TY FINE SAND (M) (Santiago Fonnation) 32* 36* Very dense 54* Bottom of Boring (No Refusal) LEGEND o -Indicates representative sample r -Indicates blowcount/10 cm/Triggs penetrometer Granular Cohesive 0 Very loose 0 Very soft 5 Loose 2 Soft 11 Medium dense 5 Medium stiff 31 Dense 9 Stiff 51 Very dense 16 Very stiff 31 Hard Project No. 21-1106H3 Figure No. 3 FT. ' 0 1 2 ' . 3 ,I. 4 r 5 ... BORING LOG SHEET BORING N0.2 Elev. 208' msl DESCRIPTION Light tan, damp, dense (Santiago Formation) 32• CD 35* 39* Very dense 51"' 59* Bottom of Boring (No Refusal) Project No. 21-1106H3 SOIL TYPE SIL TY FINE SAND (SM) Figure No. 4 FT. ~ 0 r ( l . i-2 9 3 . 4 ) 5 ,.J BORING LOG SHEET BORING NO. 3 Elev. 207' msl DESCRIPTION Light tan, damp, dense (Santiago Formation) 37* 30* 39* Ve:rydense 52* Bottom of Boring (No Refusal) Project No. 21-1106H3 SOIL TYPE SIL TY FINE SAND (SM) Figure No. 5 (city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project # & Name: Permit#: Project Address: Assessor's Parcel #: Project Applicant: (Owner Name) CBR2021-3054 2649 VANCOUV ER ST 1674420800 DONNA CRESS Residential Square Feet: New/Additions: 898 REC E\V ED ------------------- Second Dwellin~ Unit: ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 03/10/2022 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 fi le 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 CZ] 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 Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FOR M I NDICATES 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. ' Si~nature of Authorized School District Official:_' J2 ..... • "'-"-..._'0--""~--S),,...<...,.,.+l.~· ,..,.,__,.,;¥L.l.;(-'L"'--':)~·,_· ,.__1 -=-.:1.....----.-,..C::::--''----L=' ::;;;L~::..1.<-'!~A.~.:::.Q,.__Q_,;l!,. __ (_c (,-, l , ~ L--\ \ ) Title: S , , Date: ,3 -~) L/ -'J__c~ CARLSBAD UNIFIED SCHOOL DlSTRlCT '{7 1. """)3 / - Name of School District: -l'lGw<--22,<.;::i5~E'b-L-1..-CA~~lll+Al~NO~REl=-'-Al+.L-----------Phone: IQ ( , :> --<......,-C-,(l. C . & E CAmSBA~ CA 92009 8 "Id" o· .. ommumty conom,c D""eveTopment -uI mg Iv1sIon 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTAUA TIDN OF EROSION AND SEDIMENT CONTROL BMPs 'M-IEN 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 CONlROL MEASURES AS MAY BE REQUIRED BY THE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES 'M-IICH 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 PE:CENT ( 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 CERTIRCATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOOIUZA TION Of POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE Of STORM WATER TO CONSTRUCTION RElA TED POLLUTANTS; AND (2) ADHERE TO, AND AT All TIMES, COMPLY 'MTH THIS OTY APPR0"8l TIER 1 CONSTRUCllON S\IIPPP THROUGHOUT THE OURA TION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCllON WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. STEPHEN RAY O'Mlffi(S}/OYINER'S AGENT NAME (PRINT) OYINER(~ NAME {SIGNAlURE) E-29 10/5/21 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Em!ionConlrOI Sediment Control BMPs Tracl<ing Non-Sl)rm Water Wasre Management and Materials BM!'$ Control BMPs Management BMPs Poth.rlioo Control BMPs j ~ § i c "0 0 "0 ., C: u u cn E C: .. "0 5 s "' ~ C: 0 0 .5 ~ 'E C. 0 0 5 " 1 "0 ·5 >, ::,e 1:! ll en !; .s. ~ "' C. ,s. :s il i! er ~ 0 ~ .lj g' 0 o t: C: c:s w C: Best Management Practice• :s ., s ., ;g a, ien 0 0 ~ ill 0 j ., ~ E .E Oa, '-' ~~ "0., i 1:! ::,e ~~ (BMP) Oesaiption ➔ .. V1 .. ., g a, .!s,g C ::> I 3 d! " ~ 0 15 s C: 'il~ Ji 65 0 0, ., i!l E il C a, :~ "' ., :::, Oen C a:: 0 ~6 " cn"-., .,!!.ts 0 .. ] ~ ct:g 3' ., "0 0 " ... E ~ l ,@ .H !;,i -~ ~ :0 ~~ ~[ "' ~"S !; !l il ~8 ~ u ..,o 0 g. ~ 'o & C: -g ~ -o 0 ..9 "' e :H i J; 6 ~ ~~ Jl -en i ct ~8 :!!;.o o _ wd iii VIC.. Vl C: "'"' 0.. ::,e (/) ::,e l/l ol'u CASQA Oesig,alioo ➔ r-ID 0, "' T "' .., r-a:> 0 N "' ,... CD ' N "' ... "' I I I ' ' I I I I I ' ' I ' I I I I I I I '-' '-' '-' u l)j l)j !,! l)j l)j l)j l)j l)j la!: la!: Vl Vl Vl Vl i i i i i Constructloo Adiviy w w w w z z z z Gradlna/Soil Disturbance l( TrenchinolExcaYOtlon y st-nmna Drill inn /Rarina Concrete1ASD11alt Sowcuttina X Concrete Flatwork X Povlna Conduit/Pine Installation Stucco/Mortar Work X Waste Di""°sal l( Stoolno/loy Down Area X Eauloment Maintenance and Fuelina X Hazardous Substance Use/Starace Dewaterina Site Access Across Dirt l( Other (list): Instructions: I. Check the box to the left of oll applicable construction activity (first column) expected to OCCtJr during construction. 2. Located along the top of the BMP Table is o list of BMP's with it's cooesponding Colifomla Stormwater Quality Association (CASQA) designotion 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 ta the CASQA construction handbook far information and detaRs of the chosen BMPs ond how to apply them to the project. PROJECT rNFORMATION ., -;; 0 3'-C: .... il E "0 .. ~ en 00 NC: 00 :c"' <D I i Site Addre,1649 V ANCOliVER ST. CARL.SB/\D, 920 IO 167-442-08-00 Assessor's Parcel Number: -------- Emergency Contact: Name:BEACH CITY BUILDERS 24 Hour Phone: _7~60~.9~94=·=15~90~----- Construction Threat to Storm Water Quolity (Check Box) 0 MEDIUM [XI LOW l; o -31: i ., E ~g 8j CD I i Page 1 of 1 REV 11/17 ( Cicyof Carlsbad I INSTRUCTIONS: STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 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 th is 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 of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: C-'t2~$S ?-~-wto Of';\_ '40 0 l1lO~ APN : /~ r ,f/t; 2 -()8 -00 ADDRESS: 1/ol/q VA~OlA \j-6£__ ~ ~e:;i" The project is (check one): D New Development .i2(Redevelopment The total proposed disturbed area is: 8CJ 8 ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: ~ 8 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 REV 09/21 • $TEP 1 • 1\ • • TO BE COMPLETED 'FOR ALb PROJEC.~S To determine if your project is a "development project", please answer the following question: Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? YES NO □ 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. • STEP 2 .• . ~ . ' • TO BE COMPLETED' FOR ~l-L DEVELOPMENT P~OJECTS . , 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: 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 uidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in 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? YES NO □ □ □ 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 REV 09/21 IT•' .,'6~:t, ,• .! .. STEPa C !j ~ ., i, C . " TO BE COMPLETED FOR ALL NEW 0~ Rip&VELOPMl;,N1 fROJE,£,TS ·' ... ,,. .,,, To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces □ 91 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 development project includes development on any natural slope that is twenty-five percent or greater. 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 □ 9' 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 transportation of automobiles, trucks, motorcycles, 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 project 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 □ J2r 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 □ yi impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC 21 .203.040) 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 capture questions .. .. • 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 Pian; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV 09/21 STEP4 TO BE COMr:»LETED FO.R REDEVELOPMENT PROJECTS TH.AT ARE PRIORITY DEVELOPMENi 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 BM P's required for PDP apply to the entire development. Go to step 6, check the first box statin , "M ro·ect is a PDP ... " and com lete a licant 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 D 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 Trans ortation 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 com lete a licant information . STEP6 CHECK THE APPROPRIATE BOXA"'D COMPLETE APPLICANT,~NFORMATION 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' stormwater 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 Applicant Name: ~/Jt,te'p /2.ri: Y Applicant Title: ~/4vveie Applicant Signature: ~ Date: %&4:/.z 1 E-34 Page 4 of 4 REV 09/21 { City of Carlsbad Project Name: Project ID: DWG No. or Building Permit No.: STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible . Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 -Site Design Requirement A. Existing Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features □ Natural waterbodies □ □ □ Natural storage reservoirs & drainage corridors □ -- c;t'Natural areas, soils, & veqetation (incl. trees) ~ -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature . SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-8 SD-I Min imize size of Direct runoff to pervious Construct surfaces from impervious areas areas permeable materials □ Streets and roads k1 □ □ Check this box to confinn □ Sidewalks & walkways )A □ that all impervious areas on the site will be minimized □ Parking areas & lots ~ □ where feasible. □ Driveways ~ □ If this box is not checked, □ Patios, decks, & courtyards ,.0 □ identify the surfaces that cannot be minimized in area □ Hardcourt recreation areas y □ below, and explain why it is □ Other: □ □ infeasible to do so. C. □ BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP (see Fact below. Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. lltSD-8 I 05D-C I D SD-E Direct run o pervious areas Install green roofs Install rain barrels E-36 Page 1 of 3 Revised 09/21 l D. □ BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below (see Fact □ SD-K Sustainable Landscaping Sheet BL-4) If SD-K is not selected, explain why it is infeasible in the area below. Provide discussion,Justification for site design BMPs that will not be implemented (either partially or fully): _·.;, " ' ., ~ ' ,.,, ,.~ -~~! -_, ,. Basell~e BMPs for Pollutant-generating Sources ,, All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. ··~, ,S\ ~ ,-,, ' .. , Table 2f:: So1,1~e Control Requlretnent ' ,, t:;g.. :• -· J, ,,, .ll .,.~::~ .. -- A. Management of Storm Water Discharges 1. Identify all proposed outdoor 2. Which BMPs will be used to prevent 3. Where will runoff from the work areas below materials from contacting rainfall or work area be routed? runoff? □ Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6) Select all feasible BMPs for each work area Select one or more option for each worl< area SC-A SC-8 SC-C SC-O SC-E Other Overhead Separation Wind Sanitary Containment covering flows from protection sewer system adjacent areas 0 Trash & Refuse Storage j£I □ □ E:! □ □ ·ILJ Materials & EQuioment Storaae ~ □ □ -0 □ □ ·o Loading & Unloading □ □ □ □ □ □ □ Fueling □ □ □ □ □ □ □ Maintenance & Repair □ □ □ □ □ □ ~Vehicle & EQuipment CleaninQ □ 0' □ .14 □ □ □ Other: □ □ □ □ □ □ B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one option for each feature below: • Storm drain inlets and catch basins ... ,91 are not proposed □ will be labeled with stenciling or signage to discouraQe dumpinQ (SC-F) • Interior work surfaces, floor drains & ~ are not proposed □ will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, □ are not proposed )2f will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... l;tl are not proposed □ will not discharge directly or indirectly to the MS4 or receiving waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 2 of 3 Revised 09/21 Fonn Certification This E-36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of overseeing the selection and design of storm water BMPs for this project, of my responsibilities for ro ·ect desi n. Print re arer name: E-36 Page 3 of 3 Revised 09/21 Building Permit Finaled ( City of Carlsbad Revision Permit Print Date: 08/12/2024 Job Address: 2649 VANCOUVER ST, CARLSBAD, CA 92010-1365 Permit No: Status: PREV2022-0103 Closed -Expired Permit Type: BLDG-Permit Revision Work Class: Parcel #: 1674420800 Track#: Valuation: $0.00 Lot#: Residential Permit Revision Applied: Issued: 09/07/2022 10/11/2022 Occupancy Group: #of Dwelling Units: ·Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Pian Check#: CBR2021-3054 Plan Check#: Finaled Close Out: Final Inspection: INSPECTOR: Description: CRESS: ADDITION (898 SF)/ REMODEL (305 SF) REVISION V.1; ROOF FRAMING CHANGE, NEW MASTER BATH LAYOUT, WINDOWS REMOVED, NEW SOLATUBE AND STRUCTURAL DETAILS UPDATED Applicant: STEPHEN RAY 4041 BONITA RD, # STE B BONITA, CA 91902-1350 (619) 361-1331 FEE BUILDING PLAN CHECK FEE (manual) Total Fees: $120.00 Building Division Total Payments To Date: $120.00 Contractor: BEACH CITY BUILDERS DAVID NORMAN 910 APPLEWILDE DR SAN MARCOS, CA 92078-6902 (760) 619-3266 Balance Due: EXPIRED PERMIT PERMIT HAS EXPIRED IN ACCORDANCE WITH C.8.C. SECTION 106.4.4 AS AMENDED BY C.M.C.18.04.030 - DATE ~/ IC/ SIGNATUR;plf S/2AJJ/I] ff, 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $120.00 $0.00 Page 1 of 1 l_ City of Carlsbad lA CHECK REV~S~ON OR DEFERRED SUBMITTA APPLICA ION 8-15 Development Services Building Divis ion 1635 Faraday Avenue 760-602-2719 www. ca rlsba dca .gov vlllz.-,\1 %.O -z,..L- Original Plan Check Number Cf::, -c:&f!-.ZOZ-\-'3ost-\,1an Revision Number ~ D l 0.3 Proj ect Address 1.(ol.\q \/AN U2 LI\ \J~2.. -S,-::, C;A~p CA 4 U3 I 0 General Scope of Revision/Deferred Submittal: oor F~•N~ OVGt2--'?-\ TI:..\-\f:~ A~ 1 IHA-45 ~ tsAW ~'"\_OV\.T" c::::.U.~~ 1 IN1NC,u"; rz.ey.ov~ lt-l ~. 13,"et> lt-()e'-"'\ I NGw ~()/.ATi, CONTACT INFORMATION: Name ~?~H ~'i' Phone {e ['1 ~ ?lo/ -/5)/Fax ~-------- Address t./3'24 1:arl'I ! TA (Z..J), £: '$OS-City 'f=½~ \ TA.. Zip 1 lq O t__ Email Address 6-rE:-~~ @w'\A:)C w1 '( \-\cMA6 • Go \Al\ Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . El ements revised: .(2r" Plans [tJ Calculations D Soils D Energy D Other Describe revisions in detail 3. List page(s) where each revis ion is shown 4., Does this revision, in any w ay, alter the exterior of the project? )21 Yes D No 5. Does this revisi on add ANY new floor area /s)? D Yes ):a' No 6. Does this revision affect any fire related issues? D Yes !::a' No 7. Is this a complete set? D Yes J:1 No £\'Signature &D' Date 1 /? /z:z_. 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-271 9 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov • • rf rue North COMPLIAN CE S RV IC S September 23, 2022 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad-FINAL REVIEW City Penn it No: PREV2022-0 I 03 True North No.: 22-018-252 Carlsbad, CA 92008 Plan Review: Revision to Approved Plan Address: 2649 Vancouver St, Carlsbad, CA Applicant Name: Stephen Ray Applicant Email: Stephen@maxmyhome.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: 1 Area of Work (sq. ft.): 898 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confinned 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. Drawings: Electronic copy dated September 19, 2022, by Stephen Ray . The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 lBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 20 I 9 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, however, we bring the following to your attention: 1. In order to expedite the permitting process, we have made annotations (in red ink) to note minimum 2" curb at master shower on sheet A2 l 0. 2. This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 116, long Beach, CA 90807 T / 562.733.8030