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Home My WebLink About1856 PENTAS CT; ; CBR2024-0345; PermitBuilding Permit Finaled Residential Permit Print Date: 02/20/2025 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1856 PENT AS CT, CARLSBAD, CA 92011-5137 BLDG-Residential Work Class: 2155210400 Track #: $19,309.40 Lot#: Project #: Plan#: Construction Type: Orig. Plan Check#: Plan Check It: Alteration Permit No: Status: (cityof Carlsbad CBR2024-0345 Closed -Finaled Applied: 02/08/2024 Issued: 03/13/2024 Finaled Close Out: 02/20/2025 Final Inspection: 12/20/2024 INSPECTOR: Renfro, Chris Kersch, Tim Description: HORVATH : 335 SF REMODE OF KITCHEN AND BATH AND NEW EXTERIOR GLASS DOORS Applicant: PERM ITS IN MOTION TERRY MONTELLO 4152 60TH ST SAN DIEGO, CA 92115-6301 (619) 994-5557 FEE BUILDING PLAN CHECK REMODEL-RESIDENTIAL-OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -RESIDENTIAL (SMIP) WINDOWS/DOOR-RESIDE NTIAL Total Fees: $1,107.36 Total Payments To Date: $1,107.36 Contractor: MARROKAL DESIGN AND REMODELING LLC 9842 RIVER ST LAKESIDE, CA 92040-3114 (619) 441-9300 Balance Due: AMOUNT $434.85 $551.00 $1.00 $2.51 $118.00 $0.00 Please take NOTICE that approval of your project includes the "Imposit ion" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date t his 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 t his, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov t ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check (!J?tz.zoiY-Ofil Est. Value PC Deposit Date J/D5/ ~4 I JobAddress1856 Pentas Ct. unit: APN:215-521-04-00 ----- CT /Project #: __________________ Lot#: 15 Year Built: _1_9_78 _______ _ BRIEF DESCRIPTION OF WORK: /St ~.f. ~t"f~ ft;.,wte>OE:-1.-, (~f 1.f. J'1.~,4Tll (:Z:f;/.40f)6l--4JD I rJ E-w f; ~ .-r e,t.1 qi. ~ i., /Jry~ ~ ot. ~ . □ New SF: Living SF, ____ Deck SF, ___ Patio SF, ____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YON, if yes how many? ___ _ J&'l Remodel:_3_35 ____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: _____ SF Additional Ga s or Electrical Features? No ------------- □Solar: ___ KW, ___ Modules, Mounted:0Roof OGround, Tilt: ()YON, RMA:OY ON, Battery:OYC N, Panel Upgrade: OY ON Electric Meter number: ------------ 0th er: APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name~Wh 2 fl. 1 f:J1.te->( Mo~ Name:Cynthia Horvath Address:9414 l~y-mt~~~Addres_s_:_1-_8-5:6:_P-_e-n:t_a-_s-_C-_t-.:::::::::::::::::::::::::~- City:San Diego State:CA Zip~2426 11-IK'"°City:_C_a_rl_sb_a_d _______ .State:CA Zip:._9_2_01_1 __ _ Phone.858 510 9900-1a: (e~J-f'f+ ~ Phone: ___________________ _ Email:mJ!1,mcao@n:ia,rekel.e:em:f?@')t>1'js ~ Email: ___________________ _ pel')k i-fs t \\ \11\ <if, o\l • lOJI-) DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name:Mark Duncan Address:9474 Kearny Villa Rd. Suite 205 City: San Diego State: CA Zip:_9_2_12_6 __ _ Phone: 858-549-9000x16 Email: mduncan@marrokal.com Architect State License: N/A ------------ Business Name: Marrokal Design & Remodeling Address: 9842 River St. City: Lakeside State: CA Zip:_9_20_4_0 ____ _ Phone: 619-441-9300 Email: __________________ _ CSLB License#: 1010116 Class:B ·------- Carlsbad Business License# (Required): BLOS1243155 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I ""' ,o comply w;<h o/1 aw o,d;ooom ood '"" ,,~ ,ek,Uog ,o bo;ld;,g '""ro'"'"· ~ _CJ___ NAME (PRINT}: Mark Duncan SIGN:~ ~ DATE: '2, -I-2-f: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 ~ THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): Di have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No .. _________________________________________ _ -OR--• • ~I have and will maImain worKer s compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: 'N'\ ~ • ~ " Policy No:1' ~ o ~ O ~~ 0 d..\ • '-\ \ ~------------Expiration Date:. \ / \ I 16 -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of t he work this permit is issued (Sec. 3097 (i) Civil Code). lender's Name:. ______________________ Lender's Address: _____________________ _ CONTRACTOR CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. "';::::::::~;: ··:::::~·-:::•~c;•;'"" ·":;~:::::~·:"'"" .. "' ~. -::IJ"ct"" ""''" ::~:~/51 ~ vi Note: If the person signing above is an authorized agent for the contra t • d tter of authorization on contractor letterhead. ' . -OR- (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and 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 build or improve for the purpose of sale). -OR- DI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I I www.leginfo.ca.gov/ ca law. html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): Note: If the erson sl nin above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. SIGN: __________ DATE: ______ _ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 C\(.(_ Building Permit Inspection History Finaled (c ity of Carlsbad PERMIT INSPECTION HISTORY for (CBR2024-0345) Permit Type: BLDG-Residential Application Date: 02/08/2024 Owner: Work Class: Alteration Issue Date: 03/13/2024 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed -Finaled Expiration Date: 04/07/2025 Address: 1856 PENTAS CT IVR Number: 54670 CARLSBAD, CA 9201 1-5137 Scheduled Actual Inspection Type Inspection No . Inspection Primary Inspector Re inspection Inspection Date Start Date Status 08/15/2024 08/15/2024 BLDG-21 258189-2024 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 258190-2024 Passed Chris Renfro Complete Underground/Conduit• Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Pre-Con 257987-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/19/2024 08/19/2024 BLDG-11 258275-2024 Partial Pass Chris Renfro Re inspection Incomplete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Need third-party special inspection on Yes epoxy of HDU4 bolts. BLDG-12 Steel/Bond 258274-2024 Passed Chris Renfro Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Need third-party special Inspection on Yes epoxy of HDU4 bolts 09/25/2024 09/25/2024 BLDG-18 Exterior 262079-2024 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-23 262078-2024 Passed Tim Kersch Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-27 Shower 262077-2024 Passed Tim Kersch Complete Pan/Tubs Thursday, February 20, 2025 Page 1 of 3 PERMIT INSPECTION HISTORY for (CBR2024-0345) Permit Type: BLDG-Residential Application Date: 02/08/2024 Owner: Work Class: Alteration Issue Date: 03/13/2024 Subdivision: CARLSBAD TCT#72-34 UNIT#01 Status: Closed -Finaled Expiration Date: 04/07/2025 Address: 1856 PENTAS CT IVR Number: 54670 CARLSBAD, CA 9201 1-5137 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-84 Rough 262076-2024 Passed Tim Kersch Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-SW-Inspection 262279-2024 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 10/01/2024 10/01/2024 BLDG-16 Insulation 262672-2024 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/07/2024 10/07/2024 BLDG-17 Interior 263338-2024 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/20/2024 12/20/2024 BLDG-Final Inspection 271668-2024 Passed Chris Renfro Complete Thursday, February 20, 2025 Page 2 of 3 PERMIT INSPECTION HISTORY for (CBR2024-0345) Permit Type: BLDG-Residential Work Class: Alteration Status: Closed -Finaled Application Date: 02/08/2024 Owner: Issue Date: 03/13/2024 Subdivision: CARLSBAD TCT#72-34 UNIT#0 1 Expiration Date: 04/07/2025 Address: 1856 PENTAS CT CARLSBAD, CA 92011-5137 IVR Number: 54670 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Thursday, February 20, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 3 of 3 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com Project: Horvath Residence Address: 1856 Pentas Ct Carlsbad, CA 92011 CORRECTION #S1: Correction Responses February 26, 2024 Project#: 24-012 See revised special inspection notes and requirements at sheet Sl. CORRECTION #S2: See revised detail for dowls provided between the new and existing footings. CORRECTION #S3: See revised plans and calculations provided. We have now added more shear to reduce the uplift. See epoxy calculations attached blow. Lateral Design Upper Level Seis. Area (tt2) = Shear line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: LH = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: line = VxAbove (Seis/Wind) = 0/orrib. of Load = VxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLOist. (psf) = Resis. DLo;st, (plf) = Resis. DLPoint (lbs) = DLPolnt Dist (ft) = Momentar (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = N-S Line: 1160 4.5 Perpendicular Left Right I 8.0 T 3s.o - -- w, 5 Seis. I Wind 734 896 16 5873 7168 782 960 1131 1380 1131 1380 Per Plan Per Plan B p = 1.0 Sos= 0.797 Plate Ht. (ft) = 8 Lwan Tot. (ft) = 7.5 - -- W2 2.5 Seis. I Wind 367 448 16 2936 3584 195 240 1371 1672 1371 1672 Per Plan Per Plan - 0 - - - - Shearwall Seis. Wind Strength Design Seis. Force: fx = 2.7 psf 16.0 psf lbs 1344 lbs lbs - W3 I Maximum Wind Pressure: Px = Vl<Seis(ASo> = Area/2*Fx*p*0.7 = 1101 xWlnd = LH*Lw/2*P.*0.6 = V r>lx (Above) = VxTotal = 1101 1344 lbs 3.5:1 = (h/2L)* VJ L = 235 179 plf - Use Shearwall Type= @ with LTP4 clips @ 12 "o.c. 45% for entire length of grid line B W◄ Ws w6 I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 1.Project iotormat;on Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h,1 (inch): 12.500 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hm;n (inch): 15.63 Cac (inch): 33.01 Cm;n (inch): 1. 75 Sm;n (inch): 3.00 Recommended Anchor Anchor Name: SET-XP®-SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 an -a !>.. I I ! :: . I i ~ ... ti -· en ff ·~ ..... . ,. l Company: Engineer: Project: Address: Phone: E-mail: ------~ Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 16.00 State: Cracked Compressive strength, f c (psi): 2500 4-'c,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/11 0"F Ignore 6do requirement: Not applicable Build-up grout pad: No I Date: I 8/15/2019 I Page: I 1/5 --- Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpson S,rong-T,e Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Load and Geometry Anchor Designer™ Software Version 2.8.7094.0 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17 .2.3.5.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nu, [lb]: 4550 Vuax [lb]: 0 Vu,y [lb]: 0 <Figure 1 > 0lb Company: Engineer: Project: Address: Phone: E-mail: 45501b z l Date: J a11s12019 I Page: I 2/5 -~ ~ -- 0lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-T·e Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie <II) <Figure 2> Anchor Designer™ Software Version 2.8.7094.0 Company: 7 Date: l 8/15/2019 Engineer: I Page: I 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-T,e Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) 4550.0 Sum 4550.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4550 Resultant compression force (lb): 0 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'Nic (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Nv (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17,4.11 N .. (lb) ¢ ¢N,. (lb) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 No= kcA.✓f'cha,'-5 (Eq. 17.4.2.2a) kc f'c (psi) h., (in) 17.0 1.00 2500 12.000 35334 0.75¢Nco = 0.75¢ (Ar,ic/ ANco) 'Pad,N 'Pc.N'f/cpr,iNo (Sec. 17.3.1 & Eq. 17.4.2.1a) ANc (in2) ANco (in2 Cam;n (in) 'f'ad,N 'Pc.N 432.00 1296.00 6.00 0.800 1.00 6. Adhesive strength of Anchor ia Tension 1sec. 17,4.51 11<,.,(psi) fsho,Herm K,., aN.sttis 435 1.72 1.00 1.00 Noa= A.at'crtrdahar(Eq. 17.4.5.2) A.a t'cr (psi) d. (in) har (in) Noa (lb) 1.00 748 0.63 12.500 18364 0.75¢,Na = 0.75¢, (A111a/ A111a-0) 'f'ad111a 'Pg,,111aNoa (Sec. 17.3.1 & Eq. 17.4.5.1 a) A111a (in2) ANaO (in2) C111a (in) Ca.mm (in) 'Pad.Na 193.11 258.98 8.05 6.00 0.924 Shear load y, Vuay (lb) 0.0 0.0 'f'cpN No (lb) 1.000 35334 n,_.,(psi) 748 Nao (lb) 1.000 18364 I Date: I 8/15/2019 I Page: I 4/5 Shear load combined, ✓(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.75¢Nco (lb) 0.65 4593 0.75¢N, (lb) 0.65 6166 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-T,P Como~ny Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie 11. Results Anchor Designer™ Software Version 2.8.7094.0 11. Interaction of Tensile and Shear forces (Sec. D. 717 Company: Engineer: Project: Address: Phone: E-mail: Tension Factored Load, Nu, (lb) Design Strength, 0Nn (lb) Steel 4550 9833 Concrete breakout Adhesive 4550 4550 4593 6166 Ratio 0.46 0.99 0.74 SET-XP w/ 5/8"0 F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria. ALLOWABLE UPLIFT= 4593 (0.7) = 3200 lbs MAX. I Date: I 8/15/2019 I Page: j 5/5 Status Pass Pass (Governs) Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Te Company Inc 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 1.Prolect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h,, (inch): 12.500 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: Yes hmln (inch): 15.63 Cao (inch): 33.01 Cm1n (inch): 1.75 Sm1n (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® -SET-XP w/ 5/8"0 F1554 Gr. 36 Code Report: ICC-ES ESR-2508 on ) Company: Engineer: Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 16.00 State: Cracked Compressive strength, f, (psi): 2500 41,.v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No I Date: I 8/15/2019 I Page: I 1/5 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpson Strong-T,e Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17 .2.3.5.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: Nua [lb): 2650 Vu., [lb]: 0 Vuay [lb): 0 <Figure 1 > Company: I Date: I 8/15/2019 Engineer: I Page: I 2/5 Project: Address: Phone: E-mail: l6so1b Olb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Compa~y Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie Anchor Designer™ Software Version 2.8.7094.0 3. Resulting Anchor Forces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Nua (lb) Shear load x, Vuo (lb) 2650.0 Sum 2650.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2650 Resultant compression force (lb): O 0.0 0.0 Eccentricity of resultant tension forces in x-axis, e'N, (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4, Steel Strength of Anchor in Tension {Sec. 17.4.11 N,, (lb) ¢ ¢N .. (lb) 13110 0.75 9833 s. Concrete Breakout Strength of Anchor in Tension 1sec. 17.4.21 Nb= k,).,✓f',h,,u (Eq. 17.4.2.2a) kc )., f'c (psi) h,, (in) Nb (lb) 17.0 1.00 2500 12.000 35334 0.75¢N,b = 0.75¢ (ANcl ANco) 'f',d.N 'Pc.N 'f'cp.NNb (Sec. 17.3.1 & Eq. 17.4.2.1 a) ANc (in2) ANco (in2 Ca.mm (in) 'f'ed.N 'f'c.N 279.00 1296.00 1.75 0.729 1.00 6, Mhesi~e Strength 2! Anchor in Tension 1sec. 17,4,51 t\cr = n.,crfshort~termK sataN seis 1k.cr (psi) fshorl.ferm Ksat UNse,is 435 1.72 1.00 1.00 N ba = Aarcrndah,r(Eq. 17.4.5.2) "• Tc, (psi) da (in) h,r (in) Nb, (lb) 1.00 748 0.63 12.500 18364 0.75¢,N. = 0.75¢, (AN,/ ANao)'Pod.Na'l'cp.NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) AN, (in2) ANao (in2) CNa (in) Ca.mm (in) lfled,Na 130.26 258.98 8.05 1.75 0.765 Shear load y, Vuay (lb) 0.0 0.0 'f'cp.N 1.000 11<.cr (psi) 748 'f'p,Na 1.000 Nb (lb) 35334 Nao (lb) 18364 I Date: I 8/15/2019 I Page: l 4/5 Shear load combined, ✓{Vua,)2+(Vuay)2 (lb) 0.0 0.0 ¢ 0.75¢Ncb (lb) 0.65 2704 ¢ 0.75¢N. (lb) 0.65 3446 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpson Strong-Te Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie <Figure 2> Anchor Designer™ Software Version 2.8.7094.0 Company: Engineer: Project: Address: Phone: E-mail: 10.25 1.75 LI") N LI") 0 0 cx:i ..... I Date: I 8/15/2019 I Page: I 3/5 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong-Tie 11. Results Anchor Designer™ Software Version 2.8.7094.0 11. Interaction of Tensile and Shear Forces /Sec. P,717 Company: Engineer: Project: Address: Phone: E-mail: Tension Factored Load, Nua (lb) Design Strength, 0 Nn (lb) Steel 2650 9833 Concrete breakout Adhesive 2650 2650 2704 3446 Ratio 0.27 0.98 0.77 SET-XP w/ 5/8"0 F1554 Gr. 36 with hef = 12.500 inch meets the selected design criteria. ALLOWABLE UPLIFT= 2704 (0.7) = 1890 lbs MAX. I Date: I 8/15/2019 I Page: I 5/5 Status Pass Pass (Governs) Pass Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. S,mpson Strong-Te Company Ire. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com . ,,. True North COMPLIANCE SERVICES March 5, 2024 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Penn it No: CBR2024-0345 True North No.: 23-018-113 Carlsbad, CA 92008 Plan Review: Residential Remodel Kitchen Address: 1856 Pentas Ct, Carlsbad CA Applicant Name: Terry Montello Applicant Email: pennits@pennitsinmotion.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: R-3/U Occupant Load: N/ A Type of Construction: V-B Sprinklers: No Stories: Two Area of Work (sq. ft.): Remodel: 336 sq. ft. The plans have been reviewed for coordination with the pennit application. Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: l. 2. Drawings: Electronic copy dated February I, 2024, by Marrokal Design. Structural Calculations: Electronic copy dated January 24, 2024, by Evan A. Coles. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: I. In order to expedite the pennitting process, we have made annotations (in red ink) to A8. True North Compliance Services, Inc. 8369 Vickers Street, Suite 207, Son Diego, CA 92111 T / 562.733.8030 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P.E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Horvath Residence 1856 Pentas Ct, Carlsbad, CA 92011 01-24-2023 : Project# 24-012 Table of Contents Design Criteria & Loads ......... .. Gravity Analysis & Design .... .. Lateral Analysis & Design ..... .. CBR2024-0345 1856 PENTAS CT > 1---0 Foundation Analysis & Desigr HORVATH : 335 SF REMODE OF KITCHEN AND BATH AND NEW EXTERIOR GLASS DOORS 2155210400 2/8/2024 CBR2024-0345 Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Desig_n Loads Load 1 DL Asphalt Shingle Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 solidforms engi n eering 2021 IBC/2022 CBC -ASCE / SEI 7-16 ACI 318-19 [fc = 2500 psi -No Special Inspection Req.'d (U.N.O.)] TMS 402-16/ACI 530-16 [Normal Wt.-ASTM C90-fm=1500 psi-Spec. Insp. Req.'d] ASTM C270 [fc = 1800 psi Type S] ASTM C476 [fc = 2000 psi] ASTM A615 [Fy = 40 ksi For #4 Bars & Smaller/ Fy = 60 ksi For #5 Bars & Larger] AISC 360-16, 15th Edition W Shapes (I Beams): ASTM A992, High Strength, Low Alloy, Fy = 50 ksi HSS Shapes (Rect.): ASTM AS00, Carbon Steel, Fy = 46 ksi HSS Shapes (Round): ASTM AS00, Carbon Steel, Fy = 42 ksi Pipe Shapes: ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi All other steel: ASTM A36, Fy = 36 ksi A307 / A325-N / A490-N (Single Plate Shear Conn.) E70 Series Typ. (E90 Series for A615 Grade 60 Reinforcing Bars) Shop welding to be done in an approved fabricator's shop. Field welding to have continuous Special Inspection. NDS-2018 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = esf Load 2 4.0 DL Carpet & Pad Floor 1.5 Plywood 3.5 Joists 1.5 Insulation 2.5 Drywall 1.0 Elec./Mech./Misc. 0.0 Other 14 Total DL 20 LL Residential Floor 34 Total Load Load 4 (SW, SP, SM, SC, GM, & GC) 1500 psf (Table 1806.2) 150 psf/ft (Table 1806.2) 30 psf/ft (Table 1610.1) 60 psf/ft (Table 1610.1) 0.25 (Table 1806.2) esf Int. Wall 4.0 DL Drywall 1.5 2x4 Studs @ 16"o.c. 3.5 Misc. 1.5 other 2.5 Total Load 1.0 0.0 Ext. Wall 1 14 DL Stucco 40 2x4 Studs @ 16"o.c. 54 Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 7 01/24/24 esf 5.0 1.0 1.0 7 esf 10.0 1.0 2.5 1.5 1.0 16 Multiple Simple Beam UC#: KW-06015083, Build:20.23.08.30 Descri tion: ROOF GRAVITY Wood Beam Design: RB-1 solid forms enginee r ing Solid Forms Engineering Page 2 of 7 01/24/24 Project File: HORVATH.ec6 (c) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size: Wood Species : 3.5x16.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb-Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 13.50 ft 1Point: D = 0.80, Lr= 1.10 k@5.250 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : 0.472 · 1 1,658.90 psf at 3,511 .07 psi +D+Lr 6.667 ft in Span # 1 Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.329: 1 119.29 psi at 362.50 psi +D+Lr Q lJ: .L. 2.19 2.90 1.91 2.52 Wood Beam Design: RH-1 0.000 ft in Span# 1 E .t:i 16.0 ft ax e ectIons Transient Downward 0.225 in Ratio 852 Transient Upward Ratio LC: Lr Only 0.000in 9999 LC: Total Downward 0.395 in Ratio 485 LC: +D+Lr Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size: Wood Species : 3.5x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Density 45.07 pcf Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 12.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.367; 1 1,307.71 psi at 3,558.89 psi +D+Lr Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.235: 1 85.35 psi at 362.50 psi +D+Lr Q Lr .L. 0.93 1.25 0.93 1.25 5.000 ft in Span# 1 9.233 ft in Span # 1 '1J. E .t:i ax e ectIons 3.5x9.25 10.0 ft Transient Downward 0.122 in Ratio 979 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.213 in 562 LC: +D+Lr 0.000 in 9999 LC: Multiple Simple Beam LI # : KW-06015083, Build:20.23.08. 30 Wood Beam Design : RH-2 solidforms enginee r ing Solid Forms Engineering Page 3 of 7 0 1/24/24 Project File: HORVATH.ec6 (C) ENERCALC INC 1983-2023 Calculations per NOS 2018, IBC 2021, ASCE 7-16 BEAM Size : 3.5x14.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending iLevel Truss Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb -Compr 2900 psi Fe -Prll 2900 psi Fv 290 psi Ebend-xx 2000 ksi 2900 psi Fe -Perp 750 psi Ft 2025 psi Eminbend -xx 1016.535 ksi Density 45.07 pct Applied Loads Beam self weight calculated and added to loads 1 Point: D = 0.80, Lr = 1.10 k@ 3.250 ft 2Point: D = 2.40, Lr = 3.30 k@ 4.750 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : 0.737 • 1 2,193.30 psf at 2,974.48 psi +D+Lr 4.750 ft in Span# 1 Load Comb: Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: Max Reactions (k) Left Support Right Support 0.424: 1 153.61 psi at 362.50 psi +D+Lr Q .Lr 2.18 2.86 1.22 1.54 J. 0.000 ft in Span# 1 '1:J. E 1:1 ax Deflections Transient Downward Ratio 12.50ft 0.170in 882 LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward Ratio Total Upward Ratio 0.299 in 502 LC: +D+Lr 0.000 in 9999 LC: Seismic Design solidforms engineering Page 4 of 7 01/24/24 Design Variables Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) Latitude= 33.10 (12.8-2) V= CsW Cs= S0s*I/R Longitude = -117.27 Site Class= D Occupancy= II Table 1.5-1 (12.8-3) forTsT,: So1*I/(RT) Where: Cs max. = forT>T,: So1*TL*I/(RT2) (12.8-4) Seis. category = D Table 11.6-1 & 2 I= 1.0 Tables 1-1 & 11.5-1 R = 6.5 Table 12.2-1 (12.8-5) for S,<0.6:0.044S0sI~0.01 Where: Cs min. = (12.8-6) tor s1~0.6: 0.SS1 *I/R Ss = 0.996 Section 11.4.1 S1 = 0.362 Section 11.4.1 DL Area Len. Fa= 1.200 Table 11.4-1 Material (psf) {tt2} (ft) fv = 1.938 Table 11.4-2 Load 1 14 2880 SMs = Ss*Fa = 1.195 (11.4-1) SMl = S1*Fv = 0.702 (11.4-2) ._ -~~ a. Q) Ext. Wall 1 16 300 ::::> _,J Sos = 2/3*SMs = 0.797 (11.4-3) Int. Wall 7 150 Soi = 2/3*SM1 = 0.468 (11.4-4) 2880 All other structural systems Table 12.8-2 ¼= 0.02 Table 12.8-2 X= 0.75 Table 12.8-2 T L= 8 Figure 22-15 Ta= ¼*hnx = 0.112 (12.8-7) T =Ta= 0.112 Section 12.8.2 hn = 10.0 Section 12.8.2.1 Cs= 0.123 Section 12.8.1.1 k= 1 Section 12.8.3 <=ct = 4 Table 12.2-1 t:,.a = hsx * 0.025 Table 12.12-1 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) Level Wx hx h/ Wxh/ Fx Fx (psf) % p Oxe a11ow. Upper Level 66.6 10.0 10.0 666 8.2 2.8 100% Yes 0.750 66.6 666 8 3 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level Wx IWx Fx IFx Fpx Fpx {ASD) Where: Roof 66.6 66.6 8.2 8.2 10.6 7.4 Fmin. = 0.2ISosWx Fmax. = 0.4ISosWx 66.6 8.2 = = = Ht. (ft) 9 9 0.123 0.640 Max. 0,035 Min. w (kips) 40.3 21.6 4.7 66.6 Where: Oxe allow. = 6a *I/Cd (Section 12.8.6) p : Redundancy Check Required if story shear is > 35% of base shear (Section 12.3.4.2) Wind Design solidforms eng i neeri ng Page 5 of 7 01/24/24 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy= l wind = Basic Wind Speed (mph)= Exposure category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = A= 9 = AKztl = 2a (ft) = Min. Design Load (psf) = II 1.00 110 B 1 40.0 62.0 6: 12 9.0 19.0 14.0 1 26.6 1.0 11.2 16.0 Table 1.5-1 Tables 1.5-2 Figure 26.5-lA Section 26. 7 .3 Section 26.8.2 Transverse Longitudinal Figure 28.6-1 Figure 28.6-1 Note 9 Section 28.4.4 Ps = AKztlp530 (28.6-1) Note: (-) Horiz. Pressures shall be zero. Horiz. Press. (psf) A B C D Transverse 23.3 7.3 17.3 6.4 Longitudinal 19.2 -10.0 12.7 -5.9 Vertical -------------- Roaf angle I -------- -------------------7 1 -----Width, W • -r Ridge Eave height height I Wind pressures are in psf •Because wind presence is lass than zero (0), use O for design. Transverse Governing Design Force: Transverse Tributary Area: Transverse Governing Design Pressure: 1 t t t t t t t t t + t t t t t t t t t t Verticol 18.8 kips 1178 tt2 16.0 psf Wind pressures are in psr Longitudinal Governing Design Force: Longitudinal Tributary Area: Longitudinal Governing Design Pressure: 9.0 kips 560 tt2 16.0 psf E -6.8 -23.1 Vert. Press. Overhangs F G H ECH GCH -14.1 -5.1 -11.6 -16.0 -14.4 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 23.3 101 2.4 B 7.3 112 0.8 C 17.3 457 7.9 14.4 D 6.4 508 3.272272 Min. 16.0 1178 18.8 18.8 E -6.8 224 -1.5 F -14.1 224 -3.2 G -5.1 1016 -5.2 -21.6 H -11.6 1016 -11.8 Min. -16.0 2480 -39.7 -39.7 Longitudinal Zone P s Area Force (k) Total (k) A 19.2 132 2.5 B C 12.7 428 5.4 8.0 D Min. 16.0 560 9.0 9.0 E -23.1 347 -8.0 F -13.1 347 G -16.0 893 -4.5 -14.3 -35.9 H -10.1 893 -9.0 Min. -16.0 2480 -39.7 -39.7 Lateral Design Upper Level N-S Line: Seis. Area (tt2) = 1160 Shear Line Len.Tot. (ft) = 4.5 Wind Relative to Ridge = Perpendicular Wind Lengths: 41 = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line= VxAtxr,,, (Seis/Wind) = %Trib. of Load = vxAbv.Trtb. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLDlst. (psf) = Resis. D~st. (plf) = Resis. D½>oint (lbs) = Dl.po1nt Dist (ft) = MomentoT (lb-ft) = IMomen~es1st. (lb-ft) = Uplift (lbs) = Upli~.,.,= Upli~et. = Left Holdown = Right Holdown = Seis. Area (tt2) = Shear Line Len.Tot. (ft) = Wind Relative to Ridge = Wind Lengths: 41 = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAtme (Seis/Wind) = %Trtb. of Load = vxAbv.Tnb. (Seis/Wind) = Left Right I 10.0 I 40.0 - -- W1 4.5 Seis. I Wind 1152 1920 16 10365 17280 712 875 2413 4101 2413 4101 Per Plan Per Plan Line: Left Right I I - -- solidforms enginee r ing B Shearwall Seis. Wind Strength Design Seis. Force: Fx = 2,8 psf p = 1.0 Maximum Wind Pressure: Px = 16.0 psf Sos= 0.797 Vxs.;s,(ASD) = Area/2*Fx*P*0.7 = 1152 lbs Plate Ht. (ft) = 9 VxwirwJ = 41*Lw/2*Px *0.6 = 1920 lbs Lwall Tot. (ft) = 4.5 'i.Vx (Above) = lbs Vx Total = 1152 1920 lbs --VJ L = 256 427 plf ----@ Use Shearwall Type= with LTP4 clips @ 12 "o.c. 64% W2 0 0 0 --- --- --- --- p = 1.0 Sos= 0.797 Plate Ht. (ft) = Lwall Tot. (ft) = - --- for entire length of grid line B W3 W4 Ws I I I 0 0 0 0 0 0 ------ ------ ------ ------ Shearwall Seis. Wind Strength Design Seis. Force: Fx = - Maximum Wind Pressure: Px = VxSels.(ASD) = Area/2*Fx*P*0.7 = xWind = LH*Lw/2*Px *0.6 = V - 'i.Vx (Above) = Vx Total = VJL = Use Shearwall Type= with LTP4 clips@ for entire length of grid line 0 48 "o.c. W5 I psf psf lbs lbs lbs lbs plf 0 - - - - Page 6 of 7 01/24/24 Wood Shearwalls = I----W--=--1--+---W-=-2--+---W-=3--+---W_4'-------+---W_s'-------+---W--=--6 ----, Length = Load Type = ,___ ...... l ______ __;___-+-_ ____.l __ +----"l'---+----.__l _-+----~l---1 Shear Load (lbs) = Wall DLDlst. (psf) = Resis. D~st (plf) = Resis. D½>oint (lbs) = D½>oint Dist (ft) = 1-----,----+---.------+----,----+----,----+---.----+----,---------' MomentoT (lb-ft) = I Momen~es1st. (lb-ft) = l----+----+----+---+---l----+----+----+---+---1-----+---Uplift (lbs) = Upli~ve= Upli~et. = Left Holdown = Right Holdown = 'Resisting Moment DL is reduced by 0.6-0.14*5,,s for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) solidforms engi n ee r i ng Redundancy Check Removal of a shear wall or wall pier with a height-to-length ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength. (ASCE Table 12.3-3) Upper Level N-S % Reduction of Story p Worst Case Force Removed (lbs) Story Strength (lbs) Strength Gridline B 1152 5719 20% 1.0 Redundancy = 1.0 E-W Worst Case Force Removed (lbs) Story Strength (lbs) % Reduction of Story p Strength 5719 0% Redundancy = 1.0 Foundation Design Concentrated Loads Pad Ftg: F1 q= 1500 psf Page 7 of 7 01/24/24 D( 2200 )+Lr( 2900 )+L( ) + W( ) + E( ) = 5,100 # Total Load Gov. Load: D+Lr = 5100 # Factored Load v(144* 5100 / 1500 )= 22.1 " Min. Square Dimension Use: 24 "Sqr. x 12 " Deep with (3) #4 Bars Ea. Way Loaded:i:fH Pad Ftg: F2 q= 1500 psf D( 2700 )+Lr( 3000 )+L( ) + W( ) + E( ) = 5,700 # Total Load Gov. Load: D+Lr = 5700 # Factored Load v(l44* 5700 / 1500 )= 23.4 " Min. Square Dimension Use: 27 "Sqr. x 12 " Deep with (3) #4 Bars Ea. Way Loaded:WfH