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HomeMy WebLinkAbout1360 FOREST AVE; ; CBR2021-3235; PermitBuilding Permit Finaled Residential Permit Print Date: 07/26/2023 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 1360 FOREST AVE, CARLSBAD, CA 92008-1009 BLDG-Residential Work Class: 1560521400 Track#: $122,919.00 Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Description: WALKER: ADDITION (725 SF)/DECK (617 SF)/PATIO (108 SF) Applicant: Property Owner: Addition MATTHEW BALDWIN 2604 EL CAMINO REAL, # B-250 CARLSBAD, CA 92010 CO-OWNERS HEATH AND SHANNON WALKER 1360 FOREST AVE (760) 473-2799 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK CARLSBAD, CA 92008-1009 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PATIO-FRAME WITH COVER SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -Medium Total Fees: $3,436.53 Total Payments To Date: $3,436.53 Permit No: Status: (city of Carlsbad CBR2021-3235 Closed -Finaled Applied: 10/29/2021 Issued: 06/22/2022 Fina led Close Out: 07/26/2023 Final Inspection: 07/12/2023 INSPECTOR: Kersch, Tim Balance Due: Renfro, Chris AMOUNT $601.25 $755.30 $194.00 $98.00 $175.00 $100.00 $1,162.00 $15.98 $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. lf 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 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov \._ (~ity ()f Carlsbati RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Job Address 1360 FOREST AVE Unit: APN: 156-052-14-00 ----- CT/Project #: ___________________ Lot #:_1_4 ___ Year Built: _1_9_66 ________ _ Fire Sprinklers:OE~NO Air Conditioning:QYESC!)NO Electrical Panel Upgrade:QYEs0No New SF: 725 Living SF, 617 Deck SF, 108 Patio SF, ____ Garage SF Is this to create an Accessory Dwelling Unit?QY(!)N New F-ir_e_p-la_c_e?-. QY(!)N, if yes how many? __ _ Remodel: _____ SF of affected area Is the area a conversion or change of use?Qv QN Pool/Spa: _____ SF Additional Gas or Electrical Features?------------~ iSolar: ___ KW, ___ Modules, Mounted:OoofO,round, Tilt:O vO N, RMA:QvQN, Battery: Qv ()J, Panel Upgrade: Ov OJ Re roof: _____________________________________ _ liil Plumbing/Mechanical/Electrical . Only: Other: AREAS OF ADDITION Name: MATTHEW BALDWIN OF PEOPLESCALE DESIGN Name: HEATH AND SHANNON WALKER Address:2604b EL CAMINO REAL, SUITE 250 Address: 1360 FOREST AVE City: CARLSBAD State: CA Zip:_9_2o_o_8 __ City: CARLSBAD State:_C_A __ Zip: 92008 Phone: 760-473-2799 Phone: 760-845-3306 Email: MBALDWIN@PEOPLESCALEDESIGN.COM Email: HEATH@THESAUCESUPPLIERS.COM Name: SAME AS PRIMARY APPLICANT Business Name: OWNER/ BUILDER Address: _________________ _ Address: ___________________ _ City: ________ .State: ___ .Zip: ____ _ City: ________ State: ___ Zip: ______ _ Phone: _________________ _ Phone: ___________________ _ Email: _________________ _ Email: ____________________ _ Architect State License: ___________ _ CSLB License #: ________ Class: _______ _ Carlsbad Business License# (Required):. _______ _ APPLICANT CERT/FICA TION: I certify that/ have read the application and state that the above information is correct and that the informationontheplansisaccurate. lagreetocomp/y with all City ordinances and State laws relating to building construction. NAME (PRINT): MATTHEW BALDWIN SIGN: ________ DATE: 2021.09 30 16_~5 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: _______ _ ·nvoffirmunderpenaltyof per 1111 vthu{ i or1 • ! 1c cw;pcf undct provisionsnt: hapter9 (commencing with Section 7000Jof Division] 13usfness und Pt ofessions Co(ie a.1 ,0 '11v 111 ,.·,1 ,e 1\ in /uil /oru:· ondejfe( i I ulsoaffit m underµenoltyof pe1ju1 y1J1ie of the ,ving dec/o,ations (CHOOSE ON! Q1 hc1ve 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 1s issued. Policy No.__ ____ _ __ _ __ __ _ _______________________ _ -OH.- QI hilve and will maintain worker's compensation, a_s required by Section 3700 of the Labor Code, for the performance of the work for which thrs permit is issued. v workers' compensation insurance carrier and policy number are: Insurance Company Name: _______________________ _ Policy No. _____________________________ Expiration Date: _________________ _ ·OH-O CPrtificate 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 ,ubwct 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. :iUCfH_;N 't}.i\lDl!\JC n: ,_ 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 T/ON: I certify that I 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 relating to building construction. NAME (PRINT): __________ SIGNATURE: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. ,VVNP{-UUJi; · I hereby affirm that I am exempt from Contractor's License Law for the following reason: 0 ;, JS owner of the property or my employee~ 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 Licensf" Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own em p/oyees, provided that such improvement'.> are not intended or offered for sale. If, however, the building or improvement is sold w1th1n 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). -( )H:-C!; 1, ,1, owner of the property, am exclusively contracting with licensed contractor::. to construct the project (Sec. 7044, Business and Professions Code: The Contrnctor'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 pur~uant to the Contractor's License Law). -OR-O I dill exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: \'\I), ljl 1, I "Owner Builder Acknowledf_(•r; <->('.! i:<'llh r.uvr,r,•d i)V lh1) f)('ll'l111 ! '· ,I"' i,,,v, iJd!i! ,, ()111id1•1 1f I\ h,h I' ( 1 lw, 11 (\Hl',tru(!r>d 11\ 11, {';ii " '/I)',;,, ,-n·,I'(_) . I understand that a copy of the applicable law, Section 7044 of the Business and Professions( ode, isavailable upon request when this application is submitted orat the following Web site: http:! lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: /certify that I have read the application and state that the above information is correct and that the infarmationon theplansisaccurate. I agree ta comply with all City ordinances and State laws relating to building construction. NAME (PRINT): MATTHEW BALDWIN SIGN: DATE: 2021.09.30 ------------Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. lh 35 f-araday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 2 REV. 07121 I { Cicyof Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM B-61 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s} has been submitted in your name listing you as the owner-builder of the property located at: Site Address 1360 FOREST AVE, CARLSBAD, CA 92008 The City of Carlsbad ("City"} is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and It Is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. __k_1 understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. V"" I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. 111. ~ understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. A, I understand contractors are required by law to be licensed and bonded in California and to list their license n~ers on permits and contracts. V. __ I understand if I employ or otherwise engage any persons, other than California licensed contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 1 REV. 08/20 . Owr,er-Builder Acknowledgement Continued VI. _,,',,-' I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. v-' I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ,.,;-"I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ✓ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. .._r;-am aware of and consent to an Owner-Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction activity at the following address: 1360 FOREST AVE, CARLSBAD, CA 92008 XI. v-'1 agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. --1L)agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty of perjury tflat I have read and understand all of the Information provided on this form and that my responses, including my authority to sign this form1 is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this farm1 and I hove either (1) consulted with legal counsel prior to signing this form or (2) have waived this right In signing this form without the advice of legal counsel. /,y;I'/? 1 Property Owner Name (PRINT) Date 2 REV.08/20 PERMIT INSPECTION HISTORY for (CBR2021-3235) Permit Type: BLDG-Residential Application Date: 10/29/2021 Owner: CO-OWNERS HEATH AND SHANNON WALKER Work Class: Addition Issue Date: 06/22/2022 Subdivision: CEDAR HILL ADD Status: Closed -Finaled Expiration Date: 08/30/2023 Address: 1360 FOREST AVE IVR Number: 36735 CARLSBAD, CA 92008-1009 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 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 NOTES Created By TEXT Created Date Angie Teanio 760-908-3392 Rod 02/22/2023 03/03/2023 03/03/2023 BLDG-16 Insulation 204750-2023 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-17 Interior 204659-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 760-908-3392 Rod 03102/2023 BLDG-18 Exterior 204751-2023 Passed Chris Renfro Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 07/12/2023 07/1212023 BLDG-Final Inspection 217057-2023 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Wednesday, July 26, 2023 Page 2 of2 Building Permit Inspection History Finaled (city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2021-3235) Permit Type: BLDG-Residential Application Date: 10/29/2021 Owner: CO-OWNERS HEATH AND SHANNON WALKER Work Class: Addition Issue Date: 06/22/2022 Subdivision: CEDAR HILL ADD Status: Closed -Finaled Expiration Date: 08/30/2023 Address: 1360 FOREST AVE IVR Number: 36735 CARLSBAD, CA 92008-1009 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 10/20/2022 10/20/2022 BLDG-SW-Pre-Con 194527-2022 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/15/2022 11/15/2022 BLDG-11 196615-2022 Passed Tim Kersch Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 12/07/2022 12/07/2022 BLDG-14 198147-2022 Partial Pass Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes 01/18/2023 01/18/2023 BLDG-15 Roof/ReRoof 200869-2023 Passed Tim Kersch Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 01/26/2023 01/26/2023 BLDG-13 Shear 201558-2023 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-22 Sewer/Water 201559-2023 Passed Chris Renfro Complete Service Checklist Item COMMENTS Passed BLDG-Building Deficiency Underground sewer connection to main. Yes OK to backfill 02/14/2023 02/14/2023 BLDG-23 203225-2023 Passed Chris Renfro Complete GasfTesURepairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 760-908-3392 Rod 02/13/2023 02/23/2023 02/23/2023 BLDG-84 Rough 204036-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Wednesday, July 26, 2023 Page 1 of 2 {cicyof 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 Bulldlng Code the following must be oompletsd when work being performed rsqulrss speolal Inspection, structural observation and oonstruotlon matertal testing. Project/Permit: --------Project Address· 1360 FOREST AVE A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder Iii. (If you checked as owner-builder you must also complete Section B of this agreement.) Name: (Please print,.._---=.l/c...1?:..'l.:__./_/._. __ _c/M'-"-"'a'-'-/_/k_;-__________________ _ (First) (M.I.) (last) Mailing Address .. ·_....,lc.::;::...::.t,.::() ___ _,_F....:":..:r..:.i"S.::_t _ _,__µ:....-_...{...:...-L......:(_"--_"_/...:s_/,__.:_•_rl _________ _ Email· /'ltt:t ./1,_ {] ./4_5<;.vc.L ~vp,:,/, ~;-S. IP VI" Phone: ]{§o <[~S" 33 "" I am: ~perty Owner □Property Owner's Agent of Record □Architect of Record □Engineer of Record State of California Registration Numbe, ... · ____________ Expiration Date: _______ _ AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of 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 ted on the appro plans and, as required by the California Building Code. Signatur · Date: Jt.hct:p I 7 8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. Contractor's Company Name:. __________________ Please check if you are Owner-Builder II Name: (Please print) ________________________________ _ (First) (M.I.) (Laot) Mailing Address:. _________________________________ _ Email: ________________________ Phone-_· __________ _ State of California Contractor's License Number.: __________ Expiration Date: _______ _ • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the building official; • I will have in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reporting and the distribution of the reports; and • I certify that I will have a qualified person within our (the contractor's) organization to exercise such control. • I w/11 rovl 'I I r In c m l nee with C ·on 1704. 1. rl r to uestln fin I inspection. Signature,;_· -L~.L:.1--l.L,L~==--~---------Date: __ f.__,~fa~l_¥-,__fa_z~/ ____ _ ~, B-45 Page 1 of 1 Rev. 03/20 solidforms . . eng1neer1ng 9474 Kearny Villa Rd, Suite 215, San Diego, CA 92126 Evan Coles, P .E. (858) 376-7734 evan@solidformseng.com STRUCTURAL CALCULATIONS Walker Residence 1360 Forest Ave, Carlsbad, CA 92008 10-08-2021 : Project # 21-215a Table of Contents Design Criteria & Loads .................................................. 1 CITY Gravity Analysis & Design .............................................. 2-6 Lateral Analysis & Design .............................................. 7-11 Foundation Analysis & Design ..................................... 12-1: Design Criteria Building Code: Concrete: Masonry: Mortar: Grout: Reinforcing Steel: Structural Steel: Bolting: Welding: Wood: Soil: Design Loads Load 1 DL Asphalt Shingle Roof Plywood Joists Insulation Drywall Electrical/Mech./Misc. Other Total DL LL Residential Roof Total Load Load 3 DL Tile & Mortar Plywood Joists Insulation Drywall Elec./Mech./Misc. Other Total DL LL Residential Deck Total Load so lid forms engineering 2018 IBC/2019 CBC -ASCE / SEI 7-16 ACI 318-14 [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 SJ 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): HSS Shapes (Rect.): HSS Shapes (Round): Pipe Shapes: All other steel: ASTM A992, High Strength, Low Alloy, Fy = 50 ksi ASTM A500, Carbon Steel, Fy = 46 ksi ASTM AS00, Carbon Steel, Fy = 42 ksi ASTM A53, Grade B, Carbon Steel, Fy = 35 ksi 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-15 Soil Classification (Table 1806.2): Allowable Bearing Pressure = Lateral Bearing Pressure = Active Pressure = At-rest Pressure = Coefficient of Friction = QSf 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 Deck 34 Total Load QSf Load 4 24.0 1.5 3.5 1.5 2.5 1.0 0.0 34 60 94 (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) QSf 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 60 2x4 Studs @ 16"o.c. 74 Drywall Insulation Misc. Other Total Load Ext. Wall 2 Page 1 of 18 10/08/21 QSf 5.0 1.0 1.0 7 sf 10.0 1.0 2.5 1.5 1.0 16 solidforms engineering Page 2 of 18 10/08/21 I Multiple Simple Beam i!l◄iBM•l1•1tild• !M41B4¥i':lUi1#•1i,,~i9hiMiJ Description: ROOF GRAVITY Wood Beam Design : RB-1 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 5.25x16.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Trus Joist Wood Grade : Parallam PSL 2.0E Wood Species : Fb -Tension Fb-Compr 2,900.0 psi Fe -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf 2,900.0 psi Fe -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0160 k/ft, Trib= 4.0 ft Unit Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 15.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : Fb : Allowable : Load Comb : Max fv/FvRatio = fv: Actual: Fv : Allowable : Load Comb : 0.413,: 1 1,451.15 psi at 3,511 .07 psi +D+Lr+H 0.242: 1 87.58 psi at 362.50 psi +D+Lr+H 9.500 ft in Span # 1 0.000 ft in Span# 1 Max Reactions Left Support Right Support (k) Q .I. J.r 2.85 2.85 .s .E J:! ax De ectIons Transient Downward 0.247 in Total Downward 0.494 in 461 >240 2.85 2.85 Wood Beam Design : RB-2 Ratio Transient Upward Ratio 924 >360 Ratio LC: Lr Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : Wood Species : 3.5x5.25, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Trus 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 Em in bend -xx 1016.535 ksi Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 16.0 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.509 · 1 1,846.39 psf at 3,625.00 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.319: 1 115.78psi at 362.50 psi +D+Lr+H Q .I. 0.69 0.69 J.r 0.96 0.96 3.000 ft in Span# 1 5.580 ft in Span # 1 .s Y:J.. .E J:! 6.0 ft 0.111 in Total Downward 0.191 in 377 >240 647 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: j Multiple Simple Beam i!l◄,Wti'•'l•l1•1ff1d• Wood Beam Design: RH-1 BEAM Size: so lidforms engineering Page 3 of 18 10/08/21 1irl#tM4i&i!ltti1#•ii1iHM1i·IIM4iJ Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 4x1 0, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb -Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 4.0 ft Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb: 0.472; 1 618.93 psi at 6.000 ft in Span # 1 1,310.40 psi Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support +D+Lr+H 0.154 : 1 34. 72 psi at 11.240 ft in Span # 1 225.00 psi +D+Lr+H Q J. 0.38 0.38 !.r 0.48 0.48 .s .E Wood Beam Design : RH-2 BEAM Size: !:! -4x10 12.0 ft Max De lections Transient Downward Ratio 0.102 in Total Downward 0.182 in 792 >240 Transient Upward Ratio 1417 >360 Ratio LC: Lr Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580 ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 13.50 ft Point: D = 0.40, Lr= 0.60 k@ 1.0 ft Design Summary Max fb/Fb Ratio = fb: Actual: Fb : Allowable : 0.538_: 1 780.63 psi at 1,449.97 psi +D+Lr+H 2.067 ft in Span# 1 Load Comb: Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb: 0.442: 1 99.46 psi at 225.00 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q .I. !.r 1.16 0.80 0.81 0.57 0.000 ft in Span # 1 .s Yi ti ~- 4x8 5.0 ft ax e ect1ons Transient Downward 0.030 in Total Downward 0.051 in 1165 >240 Ratio 1987 >360 Ratio LC: Lr Only Transient Upward 0.000 in Ratio 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: I Multiple Simple Beam i!t◄Jltia!llld•if:ff{d• solidforms enginee rin g Page 4 of 18 10/08/21 9M4,MU►wU11i·li•M3d·lldMild·' Wood Beam Design : RH-3 Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: Wood Species : Fb -Tension Fb-Compr Applied Loads 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr = 0.020 k/ft, Trib= 13.50 ft Point: D = 0.40, Lr= 0.60 k @ 1.0 ft 1600 ksi 580ksi Density 31.21 pcf Design Summary Max fb/Fb Ratio = fb : Actual: Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual : 0.708 · 1 1,025.45 psi' at 1,447.55 psi +D+Lr+H 0.512: 1 115.16 psi at 225.00 psi +D+Lr+H 2.640 ft in Span # 1 ~=~===== 4xB 6.0 ft Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support Q .L 0.92 0.65 J.r 1.31 0.91 Wood Beam Design : RH-4 0.000 ft in Span# 1 .E jj f-- Max De lect1ons Transient Downward 0.057 in Total Downward 0.098 in 735 >240 Ratio Transient Upward Ratio 1256 >360 Ratio LC: Lr Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580 ksi Density 31.21 pcf Applied Loads Beam self weight calculated and added to loads Unit Load: D = 0.0140, Lr= 0.020 k/ft, Trib= 14.50 ft Point: D = 0.40, Lr = 0.60 k @ 3.50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.433 · 1 577.63 psi' at 1,335.43 psi +D+Lr+H 3.100 ft in Span # 1 Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : 0.323: 1 72.59 psi at 225.00 psi +D+Lr+H Max Reactions Left Support Right Support (k) Q .L .Lr 0.91 1.1 5 0.65 0.81 4.233 ft in Span# 1 't:I.. .E !:i ax e ectIons Transient Downward 0.017 in Total Downward 0.029 in 2078 >240 Ratio Transient Upward Ratio 3541 >360 Ratio LC: Lr Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: I Multiple Simple Beam i!l◄!P3!MII3•ifi13• Wood Beam Design : RH-5 BEAM Size: solidforms enginee r ing Page 5 of 18 10/08/21 !id4rB4¥i:1tti•#•ji•U¥1ri·iiriMiiri-l Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Douglas Fir -Larch Wood Grade : No.2 Wood Species : Fb -Tension Fb-Compr 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx 1600 ksi 580 ksi Density 31.21 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: 0.524_: 1 758.18psI at 1,447.55 psi +D+Lr+H Fb : Allowable : Load Comb : Max fv/FvRatio = fv : Actual: Fv : Allowable : Load Comb : Max Reactions (k) Left Support Right Support 0.271 : 1 61 .08 psi at 225.00 psi +D+Lr+H Q .L 0.54 0.54 .Lr 0.75 0.75 3.000 ft in Span# 1 5.400 ft in Span # 1 .s .E -DO 0) --= '""::T~-:"--~ _.._ _--:"-:.-:-.,----..·, -=-~----.--::.·-·.-: -- 1i 6.0 ft Max De ections Transient Downward Ratio 0.041 in Total Downward 0.071 in 1014 >240 Transient Upward Ratio 1747>360 Ratio LC: Lr Only 0.000 in 9999 LC: Total Upward Ratio LC: +D+Lr+H 0.000 in 9999 LC: Descri tion : FLOOR GRAVITY Wood Beam Design: FB-1 solidforms engineeri n g Page 6 of 18 10/08/21 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x8, Sawn, Fully Braced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Douglas Fir-Larch Wood Grade : No.1 Wood Species : Fb -Tension Fb -Compr 1,350.0 psi Fe -Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,350.0 psi Fe -Perp 625.0 psi Ft 675.0 psi Eminbend -xx Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0140, L = 0.060 k/ft, Trib= 9.0 ft 1 Point: D = 0.350 k@ 8.250 ft Design Summary Max fb/Fb Ratio = fb: Actual : Fb : Allowable : Load Comb: Max fv/FvRatio = fv: Actual : Fv : Allowable : Load Comb: 0.757 · 1 817.94 psf at 5.500 ft in Span# 1 1,080.00 psi +D+L+H, LL Comb Run (LL) 0.667 : 1 90. 73 psi at 5.500 ft in Span# 1 136.00 psi +D+L+H, LL Comb Run (LL) .Q 1 1r ~ '1::1. Max Reactions (k) Left Support Right Support 0.10 1.49 1.36 3.34 5.50 ft ax e ectrons .!:! Transient Downward 0.079 in Ratio 834 L Only, LL Comb Run (*L) Transient Upward -0.057 in Ratio 1146 L Only, LL Comb Run (L*) 1,600.0 ksi 580.0 ksi T Density 31.210pcf 2.750 ft Total Downward 0.125 in Ratio 528 )+L +H, LL Comb Run (*L) Total Upward -0.030 in Ratio 2227 )+L+H, LL Comb Run (*L) Seismic Design Design Variables Latitude = 33.17 (12.8-2) Longitude= -117.34 Site Class = D {12.8-3) Occupancy = II Table 1.5-1 (12.8-4) Seis. Category = D Table 11.6-1 & 2 I = 1.0 Tables 1-1 & 11.5-1 (12.8-5) R = 6.5 Table 12.2-1 (12.8-6) Ss = 1.039 Section 11.4.1 S1 = 0.378 Section 11.4.1 Fa= 1.200 Table 11.4-1 Fv = 1.922 Table 11.4-2 SMs = Ss*Fa = 1.247 .... _ (11.4-1) (l) (l) 0.. > SMl = S1*Fv = 0.727 {11.4-2) 0.. (l) ::J _J Sos= 2/3*SMs = 0.831 (11.4-3) So1 = 2/3*SM1 = 0.484 (11.4-4) All other structural systems Table 12.8-2 Ct = 0.02 (l) Table 12.8-2 > (l) X= 0.75 Table 12.8-2 _J .... TL= 8 Figure 22-15 (l) 3: Ta= Ct*hnx = 0.175 (12.8-7) 0 _J T = Ta= 0.175 Section 12.8.2 hn = 18.0 Section 12.8.2.1 Cs= 0.128 Section 12.8.1.1 k = 1 Section 12.8.3 Cd = 4 Table 12.2-1 l:i.a = hsx * 0.025 Table 12.12-1 solid forms eng i neering Page 7 of 18 10/08/21 Base Shear Calculation (ASCE 7-16 Sec. 12.8 & Supplement 2) V=CsW Cs= S0s*I/R = 0.128 for TSTL: So1 *I/(RT) = 0.426 Max. Where: Cs max. = forT>T,: So1*TL*I/(RT2) Where: Cs min. = for S1<0.6:0.044SosI~0.01 0.037 Min. for s,~o.6: 0.5S1 *I/R DL Area Len. Ht. Above w Material (psf) (ft2) (ft) (ft) (kips) (kips) Load 1 14 2200 30.8 Ext. Wall 1 16 215 8 13.8 Int. Wall 7 100 8 2.8 2200 47.4 Load 2 14 930 13.0 Load 3 34 124 4.2 Ext. Wall 1 16 125 8 13.8 + 8.0 Int. Wall 7 60 8 2.8 + 1.7 1054 43.5 Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7-16, Sec. 12.8.3 & 12.8.6) h/ Level Wx hx Wxhxk Upper Level 47.4 18.0 18.0 852 Lower Level 43.5 9.0 9.0 391 90.8 1244 Level Forces (ASCE 7-16, Sec. 12.10.1.1) Level Wx IWx Fx IFx Roof 47.4 47.4 8.0 8.0 Lower Level 43.5 90.8 3.7 11.6 90.8 11.6 Fx Fx (psf) % 8.0 3.6 51% 3.7 3.5 100% 12 7 Fpx Fpx (ASD) 8.0 5.6 7.2 5.1 p Oxeallow. Yes 0.675 Yes 0.675 Where: Fmin. = 0.2ISosWx Fmax. = 0.4ISosWx Where: Oxe allow. = l:i.a *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 engineering Page 8 of 18 10/08/21 Wind Pressures for MWFRS ASCE 7-16 -Envelope Procdedure Method 2 Design Variables Occupancy= Iwind = Basic Wind Speed (mph)= Exposure Category = Topographic Kzt = Width (ft)= Length (ft) = Roof Pitch Eave Ht. (ft) = Ridge Ht. (ft) = Mean Roof Ht (ft) = )..= 8 = >,.K2tl = 2a (ft) = Min. Design Load (psf) = II Table 1.5-1 1. 00 Tables 1.5-2 110 Figure 26.5-lA B Section 26.7.3 1 Section 26.8.2 36.0 Transverse 56.0 Longitudinal 4: 12 8.0 14.0 11.0 1 Figure 28.6-1 18.4 1.0 8. 8 Figure 28.6-1 Note 9 16.0 Section 28.4.4 Ps = AKztlPs3o (28.6-1) Note: (-) Horiz. Pressures shall be zero. (psf) Transverse Longitudinal A 25.8 19.2 Horiz. Press. B C D -7.3 17.2 -4.1 -10.0 12.7 -5.9 1Iiiiiiiil I f I ! ! f ! ! ! , Vertical I ---------------------------------7- Roof angle ~ --------r Ridge I Eave height height Width. W = Wind pressures are In psf •Because wind presence is less than z.ero {O). use O for design. Transverse Governing Design Force: 12.5 kips Transverse Tributary Area: 784 ft2 Transverse Governing Design Pressure: 16.0 psf 1IiiI!ltttiffffffffft Vertical ~ 1 JM/####/Aw/M#/L#/#//✓-MV#/#j .. 9 ~r · L/2 U2 Wind pressures are in psf Longitudinal Governing Design Force: 6.3 kips Longitudinal Tributary Area: 396 ft2 Longitudinal Governing Design Pressure: 16.0 psf E -23.1 -23.1 Vert. Press. Overhangs F G H ECH GCH -15.7 -16.0 -12.0 -32.3 -25.3 -13.1 -16.0 -10.1 -32.3 -25.3 Transverse Zone Ps Area Force (k) Total (k) A 25.8 70 1.8 B 0.0 53 0.0 8.3 C 17.2 378 6.5 D 0.0 283 0 Min. 16.0 784 12.5 12.5 E -23.1 158 -3.7 F -15.7 158 -2.5 -29.9 G -16.0 850 -13.6 H -12.0 850 -10.2 Min. -16.0 2016 -32.3 -32.3 Longitudinal Zone Ps Area Force (k) Total (k) A 19.2 83 1.6 B 5.6 C 12.7 313 4.0 D Min. 16.0 396 6.3 6.3 E -23.1 246 -5.7 F -13.1 246 -3.2 -28.8 G -16.0 762 -12.2 H -10.1 762 -7.7 Min. -16.0 2016 -32.3 -32.3 Lateral Design Upper Level N-S Line: Seis. Area (fr) = 350 Shear Line Len.rot. (ft) = 13 Wind Relative to Ridge = Perpendicular Wind Lengths: 41 = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAtx,;e (Seis/Wind) = %rnb. of Load = v,Abv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall DL01st. (psf) = Resis. Dlo1st. (plf) = Resis. DLPoint (lbs) = Dl.p01nt Dist (ft) = Momentor (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAoo;e = Upli~et-= Left Holdown = Right Holdown = Left Right I 8.0 I 18.0 - -- W1 2.5 Seis. I Wind 443 691 16 3546 5530 193 240 1677 2645 1677 2645 Per Plan Per Plan Upper Level N-S Line: Seis. Area (ft2) = 1320 Shear Line Len.Tot. (ft) = 8 Wind Relative to Ridge = Parallel Wind Lengths: 41 = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxA'o<Ne (Seis/Wind) = %Tnb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type= Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlo;st. (plf) = Resis. Dl.p01nt (lbs) = DLPoint Dist (ft) = MomentoT (lb-ft) = 1Momentileslst. (lb-ft) = Uplift (lbs) = UpliftAtx,;e = Upli~et. = Left Holdown = Right Holdown = Left Right I 9.o I 33.0 - -- W1 8 Seis. I Wind 1672 1426 16 13375 11405 1981 2458 1519 1193 1519 1193 Per Plan Per Plan solidforms Page 9 of 18 10/08/21 engineering D p = 1.0 Sos = 0.831 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 2.5 - --- W2 0 0 0 --- --- --- --- F p = 1.0 Sos = 0.831 Plate Ht. (ft) = 8 LwallTot. (ft) = 8 - --- W2 I 0 0 0 I --- --- --- --- - Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.6 psf Maximum Wind Pressure: P, = Vx5eis(ASDl = Area/2*F,*p*O.7 = 443 xWlnd = LH*Lw/2*P, *0.6 = V rv, (Above) = V, Total = 443 16.0 psf lbs 691 lbs lbs 691 lbs 3.5: 1 = (h/2L)* Vx/L = 284 276 plf -@ Use Shearwall Type= with LTP4 clips@ 48 "o.c. 32% for entire length of grid line D W3 W4 Ws W5 I I I I 0 0 0 0 0 0 ------ ------ ------ ------ Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.6 psf - Maximum Wind Pressure: P, = 16.0 psf Vx5e15 (ASD) = Area/2*F x *p*O. 7 = 1672 lbs - V xWlnd = LH*Lw/2*P, *0.6 = rv, (Above) = V,Total = Vx/L = Use Shearwall Type= 1426 lbs lbs 1672 1426 lbs 209 178 plf @ 0 - - - - with LTP4 clips @ 24 "o.c. 62% for entire length of grid line F W3 W4 Ws W5 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL is reduced by 0.6-0.14'5os for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level N-S Line: Seis. Area (ft') = 460 Shear Line Len.Tot. (ft) = 30 Wind Relative to Ridge = Wind Lengths: l+i = Vert.Trib Height (ft) = lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAb<Ne (Seis/Wind) = %Trtb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DL01s1. (psf) = Resis. Dlo;st. (plf) = Resis. DLPolnt (lbs) = DLPoint Dist (ft) = MomentoT (lb-ft) = 1MomentResst. (lb-ft) = Uplift (lbs) = UpliftAbove = Uplif4iet. = Left Holdown = Right Holdown = Parallel Left Right I 9.0 I 9.0 - -- W1 3.5 5eis. I Wind 583 389 16 4661 3110 379 470 1427 880 1427 880 Per Plan Per Plan Upper Level E-W Line: Seis. Area (ft') = 1220 Shear Line Len.Tot. (ft) = 9 Wind Relative to Ridge = Parallel Wind Lengths: LH = Vert.Trib Height (ft) = Lw = Dist to Adj Gridline (ft) = Shear Above: Line = VxAb<Ne (Seis/Wind) = %Trib. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlo;s1. (plf) = Resis. Dlpoint (lbs) = Dlpoint Dist (ft) = MomentoT (lb-ft) = 1MomentResst. (lb-ft) = Uplift (lbs) = UpliftAbove = Uplif4iet. = Left Holdown = Right Holdown = Left Right I 9.0 I 37.0 - -- W1 5 Seis. I Wind 1545 1598 16 12362 12787 774 960 2575 2628 2575 2628 Per Plan Per Plan soli dforms Page 10 of 18 10/08/21 engineering H p = 1.0 Sos = 0.831 Plate Ht. (ft) = 8 Lwall Tot. (ft) = 3.5 - --- W2 I 0 0 0 --- --- --- --- 1 p = 1.0 Sos= 0.831 Plate Ht. (ft) = 8 Lw,11 Tot. (ft) = 5 - --- W2 I 0 0 0 --- --- --- --- - Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.6 psf Maximum Wind Pressure: P, = 16.0 psf vxSeis(ASO) = Area/2*F,*p*O.7 = 583 lbs 389 lbs lbs v,Wlr<J = LH*Lw/2*P,*O.6 = r.v, (Above) = V, Total = 3.5: 1 = (h/2L)* Vx/L = - Use Shearwall Type= 583 190 389 lbs 111 plf @ with LTP4 clips @ 48 "o.c. 12% for entire length of grid line H W3 W4 Ws w6 I I I I 0 0 0 0 0 0 ------ ------ ------ ------ Shearwall Seis. Wind Strength Design Seis. Force: F, = 3.6 psf 16.0 psf lbs 1598 lbs lbs - Maximum Wind Pressure: P, = V,seis(ASOJ = Area/2*Fx*p*O.7 = 1545 vxWir<J = LH*Lw/2*P,*O.6 = r.v, (Above) = VxTotal = 1545 1598 lbs Vx/L = 309 320 plf -@ 0 - - - - Use Shearwall Type= with LTP4 clips @ 24 "o.c. 53% for entire length of grid line 1 W3 W4 Ws w6 I I I I 0 0 0 0 0 0 0 ------- ------- ------- ------- 'Resisting Moment DL Is reduced by 0.6-0.14•Sos for Sels.(12.14.3.1.3) & 0.6 for Wind (2.4.1) Lateral Design Upper Level °' C ·c 5 t: QJ > 0 Seis. Area (tt2) = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: lti = Vert.Trib Height (ft) = L., = Dist to Adj Gridline (ft) = Shear Above: Line = VxAoove (Seis/Wind) = %rr;b. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo;,t. (psf) = Resis. DLDist. (plf) = Resis. Dlpoint (lbs) = Dlpoint Dist (ft) = Momentor (lb-ft) = 1MomentReslst. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = Seis. Area (tt2) = Shear Line Len.Tot (ft) = Wind Relative to Ridge = Wind Lengths: 4i = Vert.Trib Height (ft) = L., = Dist to Adj Gridline (ft) = Shear Above: Line = VxAoove (Seis/Wind) = %Trlb. of Load = vxAbv.Trib. (Seis/Wind) = Wood Shearwalls = Length = Load Type = Shear Load (lbs) = Wall DLo;st. (psf) = Resis. Dlo;st. (plf) = Resis. DLPoint (lbs) = Dlpoint Dist (ft) = MomentoT (lb-ft) = 1MomentResist. (lb-ft) = Uplift (lbs) = UpliftAbove = Upli~et. = Left Holdown = Right Holdown = E-W Line: 1290 8 Parallel Left Right I 9.0 I 39.0 - -- W1 3 Seis. I Wind 817 842 16 6536 6739 279 346 2503 2557 2503 2557 Per Plan Per Plan Line: Left Right I I - -- W1 I so lidforms Page 11 of 18 10/08/21 enginee ring 8 p = 1.0 Sos= 0.831 Plate Ht. (ft) = 8 Lw,IITot. (ft) = 6 - -- W2 3 Seis. 1 Wind 817 842 16 6536 6739 279 346 2503 2557 2503 2557 Per Plan Per Plan p = 1.0 Sos= 0.831 Plate Ht. (ft) = Lw,11 Tot. (ft) = - -- W2 I - 0 - - - - - - Shearwall Strength Design Seis. Force: fx = Maximum Wind Pressure: Px = Vx5e1, (ASOJ = Area/2*F x *p*O. 7 = xWind = LH*Lw/2*Px *0.6 = V 'i.Vx (Above) = Vx Total = Seis. 3.6 1634 1634 Wind psf 16.0 psf lbs 1685 lbs lbs 1685 lbs 3.5:1 = (h/2L)* VJL = 363 281 plf -@ Use Shearwall Type= with LTP4 clips@ 24 "o.c. 63% for entire length of grid line 8 W3 W4 Ws w6 I I I I 0 0 0 0 0 0 ------ ------ ------ ------ Shearwall Seis. Wind Strength Design Seis. Force: F x = - W3 I Maximum Wi nd Pressure: Px = VxSeis(ASO) = Area/2*F.*p*O.7 = xWind = LH*Lw/2*Px *0.6 = V - 'i.Vx (Above) = Vx Total = VJ L = Use Shearwall Type= with LTP4 clips @ for entire length of grid line W4 Ws I I 0 48 "o.c. psf psf lbs lbs lbs lbs plf w6 I 0 - - - - 'Resisting Moment DL is reduced by 0.6-0.14'Sos for Seis.(12.14.3.1.3) & 0.6 for Wind (2.4.1) so lidforms enginee ring Page 12 of 18 10/08/21 Foundation Design Concentrated Loads Pad Ftg: Fl q= 1500 psf D( 2900 )+Lr( 2900 )+L( ) + W( ) + E( ) = 5,800 # Total Load Gov. Load: D+Lr = 5800 # Factored Load v(144* 5800 / 1500 )= 23.6 "Min. Square Dimension Pad Ftg: F2 D( 4800 v(l44* Pad Ftg: F3 D( 1100 Use: 27 "Sqr. x 18 "Deep with (3) #5 Bars Ea. Way Loaded: EH q= 1500 psf )+Lr( )+L( 9500 I 1500 )= Use: 33 "Sqr. q= 1500 psf 4700 30.2 X 18 ) + W( ) + E( ) = Gov. Load: D+L = 11 Min. Square Dimension "Deep with ( 4) #5 Bars Ea. Way 9,500 # Total Load 9500 # Factored Load Loaded: ■:GM )+Lr( )+L( 1800 ) + W( ) + E( ) = 2,900 # Total Load Gov. Load: D+L = 2900 # Factored Load v(l44* 2900 / 1500 )= 16.7 11 Min. Square Dimension Use: 24 "Sqr. x 18 " Deep with (3) #5 Bars Ea. Way Loaded: Detail #1/S5 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW-06062352 License To : Solid Forms En Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 2.67 ft 0.67 ft 0.00 8.00 in 0.0 ft solidforms engineering Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 150.0 psf/ft 110.00 pcf 0.00 pcf 0.250 0.00 in Page 13 of 18 10/08/21 Code: CBC 2019,ACI 318-14,TMS 402-16 7 [ s_u.rc•h•a.rg 111 e_L.oa•d•s _____ __.l [ Lateral Load Applied to Stem I [ Adjacent Footing Load Adjacent Footing Load 0.0 lbs 0.00 ft 0.00 in 0.00 ft • Surcharge Over Heel = 40.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning [ Axial Load Applied to Stem I Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in [ Design Summary I Wall Stability Ratios Overturning 305 OK Sliding 1.55 OK Total Bearing Load 959 lbs ... resultant ecc. 2.99 in Soil Pressure@ Toe 710 psf OK Soil Pressure@ Heel 143 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 994 psf ACI Factored@ Heel 200 psf Footing Shear@ Toe Footing Shear @ Heel Allowable Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force Added Force Req'd .... for 1.5 Stability 2.5 psi OK 1.9 psi OK 75.0 psi 282.4 lbs 208.3 lbs 229.0 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 0.0 psf Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Line Load 0.0 ft 0.300 Stem Construction • Bottom ~---------_.::_:_S..:..:.te.:..:.m:..:...O_K ____________ _ Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ft= 0.00 Masonry ASD 8.00 # 4 16.00 Center Design Data --------------------------- fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= psi= psi = psi = in2 = in= 0.186 158.7 156.4 839.5 1.7 44.4 91.50 3.75 Masonry Data -------------------------- fm Fs psi = psi = 1,500 20,000 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Solid Grouting Modular Ratio 'n' Wall Weight psf = Yes 21.48 78.0 Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method in = 1.000 7.60 Medium Weight ASD Concrete Data -------------------------- fc Fy psi = psi = so li dforms engineering Detail #1/S5 Page14of18 10/08/21 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW-06062352 License To : Solid Forms En ineerin Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness = Key Width = Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density 0.50 ft 1.75 2.25 12.00 in 0.00 in 0.00 in 0.00 ft 60,000 psi 150.00 pcf 0.0018 w Factored Pressure = 994 Mu':Upward 117 Mu' : Downward 56 Mu: Design 61 Actual 1-Way Shear 2.53 Allow 1-Way Shear 40.00 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd .tl«l 200 psf 192 ft-# 458 ft-# 265 ft-# 1.85 psi 40.00 psi Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi*5*1ambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.58 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 235.7 1.22 288.3 46.7 1.84 85.7 282.4 O.T.M. 374.1 Vertical Loads used for Soil Pressure = 3.05 959.3 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component ..... RESISTING ..... Force Distance lbs ft 318.2 1.71 260.3 337.5 0.25 0.83 1.13 Moment ft-# 543.5 216.9 379.7 Total = 916.0 lbs R.M.= 1,140.1 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Detail #1/S5 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW-06062352 License To : Solid Forms En ineerin Criteria Retained Height 3.67 ft Wall height above soil = 0.67 ft Slope Behind Wall 0.00 Height of Soil over Toe = 8.00 in Water height over heel 0.0 ft solidforms engineering Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft = Passive Pressure = 150.0 psf/ft Soil Density, Heel 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.250 Soil height to ignore for passive pressure = 0.00 in Page 15 of 18 10/08/21 Code: CBC 2019,ACI 318-14,TMS 402-16 [.s .u.rc•h•a•r•g•e•L•o•a•d•s------•• I Lateral Load Applied to Stem • j Adjacent Footing Load • Surcharge Over Heel 40.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity 0.0 in I Design Summary I Wall Stability Ratios Overturning 1.60 OK Sliding 1.52 OK Total Bearing Load = 1,074 lbs ... resultant ecc. 6.52 in Soil Pressure@ Toe 1,568 psf NG Soil Pressure @ Heel = O psf OK Allowable 1,500 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe 2,195 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = Footing Shear@ Heel = Allowable = Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force Added Force Req'd .... for 1.5 Stability 6.2 psi OK 4.8 psi OK 75.0 psi 440.6 lbs 408.3 lbs 260.2 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom Load Type = 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 Stem Construction • Bottom ~------------S-te_m_O_K ____________ _ Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' ft= 0.00 lbs= lbs= ft-#= ft-#= psi= psi= psi= in2 = in= Masonry ASD 8.00 # 4 16.00 Center 0.445 282.0 373.2 839.5 3.1 44.7 91.50 3.75 Masonry Data -------------------------- fm psi= 1,500 Fs psi= 20,000 = Yes Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Solid Grouting Modular Ratio 'n' Wall Weight = 21.48 psf = 78.0 Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method in = = 1.000 7.60 Medium Weight ASD Concrete Data -------------------------- fc Fy psi= psi= so lidforms enginee r ing Detail #1/S5 Page 16 of 18 10/08/21 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW-06062352 License To : Solid Forms En ineerin Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = re = 2,500 psi Fy = Footing Concrete Density = 0.50 ft 1.50 2.00 12.00 in 8.00 in 8.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 ~ Factored Pressure 2,195 Mu': Upward 241 Mu' : Downward 56 Mu: Design 185 Actual 1-Way Shear 6.24 Allow 1-Way Shear 40.00 Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd ~ 0 psf 2 ft-# 354 ft-# 352 ft-# 4.78 psi 40.00 psi Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi•5•Iambda*sqrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.52 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 381 .2 1.56 593.0 59.4 2.33 138.6 440.6 0 .T.M. 731 .6 Vertical Loads used for Soil Pressure = = 1.60 1,074.2 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions = Footing Weight = Key Weight = Vert. Component ..... RESISTING ..... Force Distance lbs ft 336.1 1.58 338.1 300.0 66.7 0.25 0.83 1.00 0.83 Moment ft-# 532.2 281.7 300.0 55.6 Total = 1,040.9 lbs R.M.= 1,169.5 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Detail #1/S5 so lidforms enginee r ing Page 17 of 18 10/08/21 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW--06062352 License To : Solid Forms En ineerin Cantilevered Retaining Wall Code: CBC 2019,ACI 318-1 4,TMS 402-16 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel 4.67 ft 0.67 ft 0.00 8.00 in 0.0 ft Soil Data Allow Soil Bearing 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel 110.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.250 Soil height to ignore for passive pressure = 0.00 in ..,I S111u•r•c•h•a•rg1111e-Lo•a•d•s------•• I Lateral Load Applied to Stem Surcharge Over Heel = 40.0 psf ' I Adjacent Footing Load Adjacent Footing Load NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in • 2.05 OK 1.53 OK 1,805 lbs 6.88 in Soil Pressure @ Toe 1,501 psf NG Soil Pressure @ Heel O psf OK Allowable = 1,500 psf Soil Pressure Exceeds Allowable! ACI Factored@ Toe 2,101 psf ACI Factored@ Heel O psf Footing Shear@ Toe Footing Shear@ Heel = Allowable Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force Added Force Req'd .... for 1.5 Stability 6.6 psi OK 5.8 psi OK 75.0 psi 634.1 lbs 533.3 lbs 435.3 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top = ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/F B + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' 0.0 psf • Bottom Stem OK ft= 0.00 = Masonry ASD 8.00 # 4 16.00 Center 0.871 lbs= 440.6 lbs= ft-#= 731.6 ft-#= = 839.5 psi= 4.8 psi = psi= 44.9 in2= 91 .50 in = 3.75 = Footing Width = Eccentricity Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Masonry Data -------------------------- Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi = psi = psf = = in = = 1,500 20,000 Yes 21.48 78.0 1.000 7.60 Medium Weight ASD Concrete Data -------------------------- fc psi= Fy psi= Detail #11S5 so lidforms engineering Page 18 of 18 10/08/21 RetainPro (c) 1987-2018, Build 11.18.09.29 License : KW-06062352 License To : Solid Forms En ineerin Cantilevered Retaining Wall Code: CBC 201 9,ACI 318-14,TMS 402-16 Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 2.25 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width 8.00 in Key Depth 12.00 in Key Distance from Toe 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results ~ Factored Pressure = 2,101 Mu' : Upward = 244 Mu' : Downward 56 Mu: Design 189 Actual 1-Way Shear 6.60 Allow 1-Way Shear = 40.00 Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings ~ O psf 277 ft-# 1,305 ft-# 1,028 ft-# 5.76 psi 40.00 psi Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.71 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@ 40.74 in Summa of Overturn in & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item Heel Active Pressure Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 562.0 72.1 634.1 1.89 2.83 O.T.M. 1,061.6 204.4 1,266.0 Vertical Loads used for Soil Pressure = 2.05 1,804.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weight Key Weight lbs ft ft-# 812.8 416.1 412.5 100.0 1.96 0.25 0.83 1.38 0.83 1,591 .8 346.7 567.2 83.3 Vert. Component _= ____ _ Total = 1,741.4 lbs R.M.= 2,589.0 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. J. ,--------------------, STONE TRUSS 507 JONES ROAD OCEANSIDE, CA 92054 760-967-6171 Walker Remodel 1360 Forest Ave. Carlsbad, CA. 92008 ~ ,_ -0 .. , 'l "l i I J "' "' 0 ~ 0 (. ) ~ "l I ~ I I I "' "' I ' I "' ~ I:~ ~ ~g I I I .._ , ~ I ~ I m )> , > < ::: o :en m,-i 1-,z 'G) 0 ;u / / ] > G) "' / i / V / ;~ ~ il ~ ~; 4 i f J I : ,: V i ~- ;_ i 0~ !f a. N~ / f 0 ;u 1> G) /~ 0, ~~ V a a .. /2 ~ ~ Ro o f Tr u s s La y o u t Wa lke r Re m o d e l 13 6 0 Fo r e s t Av e Ca r lsb a d CA 92 0 0 8 / )> , 0 / ~ / • n1 r . "' I"' - '" 29 ' 1 11 2 " Ili ! S l : . A i l ! U S S elA W d W i l l l M i B A M l l f l l l . Y NO T l C E TO lll l . O I N G Of F I C W . S , AR C H I T T C H T S , AN D EN G INU R S . NO N - S T R U C T U R A L DR A W N G IN T E N D E D FO R TR U S S LO C A T I O N IN F O R M A T I O N ON L Y I Oc ~ ~ r j a g ? ~ i ' . 1 ~ o s s I ~s ~ -, c , n r, c , 7 c, 1 7 1 ~ NE T R ~ 76 0 - 9 6 7 - 6 1 7 1 NT - . . . . N t , .. . . . . . . . c.t . n e M if Re: 220403-A Walker Remodel 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 Stone Truss, Inc .. Pages or sheets covered by this seal: K 11 524156 thru K I l 524162 My license renewal date for the state of California is September 30, 2022. APPROVAL FOR GENERAL COMPLIANCE WITH STRUCTURAL CONTRACT DOCUMENTS IZl APPROVED □ APPROVED AS CORRECTED □ APPROVED AS CORRECTED RESUBMIT FILE COPY □ DISAPPROVED Fabrication may proceed as shown. Fabrication may proceed based on corrections indicated. Fabrication may proceed based on corrections Indicated. Correct submission to resubmit for record purposes only. Resubmit for approval. □ REVIEWED FOR INFORMATION Approval not required. Accepted for info. purposes only. Zhao, Xiaoming Approval is for general compliance with the structural contract documents only. This approval assumes no responsibility for dimension, quantities, and conditions that pertain to fabrication and installation or for processes and techniques of construction. The Contractor is responsible for coordination of the work of all trades and th pert mance of this work in a safe and satisfactory manner. DATE: 04-04-2022 SOLID FORMS ENGINEERING 9474 Kearny Villa Rd. (Suite #215) San Diego, CA 92126 March 3 1,2022 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 ANSlfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek 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 verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSlfTPI 1, Chapter 2. Job Truss Truss Type Qty Ply Walker Remodel K11524156 220403-A A01G GABLE 1 2 Job Reference ( optional) Stone Truss, Inc., -2-0-0 Oceanside, CA -92054, 5-3-7 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Mar 31 14:58:57 2022 Pa9e 1 ID:?x4B5q723E4pxBJrQGrPejzVOMX-y05SH5c_m0KgaOWkQswNEeSOXWgbZCRwL 1JHMszVNny 9-11-2 2-0-0 5-3-7 4-7-11 14-6-12 I 19-2-7 I 23-10-2 I 29-1-6 I 4-7-11 4-7-11 4-7-11 5-3-7 Scale = 1 :50.4 SxS = 6 3x6 = 3x4 = 3x8 = Sx5 = 3x6 = 5-3-7 9-11-2 14-6-12 19-2-7 23-10-2 29-1-6 5-3-7 4-7-11 4-7-11 4-7-11 4-7-11 5-3-7 Plate Offsets (X Y)-[2·0-0-6 0-0-0J [3·0-3-0 Edge] [9·0-3-0 Edge] [12·0-2-4 0-3-0I [26·0-1-13 0-1-01 [29·0-1-13 0-1-01 [46·0-1-13 0-1-01 [49·0-1-13 0-1-01 I I I I I I I I I I I I I I I I LOADING (psi) SPACING-2-0-0 cs,. DEFL. in (Joe) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.21 13-14 >999 240 MT20 220/195 TCDL 14.0 LumberDOL 1.25 BC 0.51 Vert(CT) -0.33 12-13 >999 180 BCLL 0.0 . Rep Stress Iner NO WB 0.40 Horz(CT) 0.14 10 n/a nla BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 434 lb FT=20% LUMBER- TOPCHORD 2X4 OF No.1 &Btr G ·except· 3-6,6-9: 2X6 OF No.2 G BRACING- TOPCHORD 80TCHORD Structural wood sheathing directly applied or 4-2-2 oc purlins. Rigid celling directly applied or 10-0-0 oc bracing. BOT CHORD WEBS OTHERS 2X4 OF No.1&BtrG 2X4 OF Std G 2X4 OF Std G REACTIONS. (size) 2=0-3-8, 10=0-3-8 Max Horz 2=124(LC 8) Max Uplift 2=-229(LC 8), 1 o~ 158(LC 9) Max Grav 2=3491 (LC 33), 10=3406(LC 41) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-4=-7814/366, 4-5=-6032/299, 5-6~4633/262, 6-7=-4632/258, 7-8=-60371301, 8-10=-77 44/353 BOT CHORD 2-15~384/7107, 14-15=-38417107, 13-14=-249/5477, 12-13=-176/5447, 11-12=-27717026, 10-1 1=-277/7026 WEBS 4-15=0/266, 5-14~1/1015, 6-13=-95/2530, 7-12=011002, 8-11=01258, 4-1 4~1997/149, 5-13=-1896/164, 7-13=-1856/159, 8-12=-1913/137 NOTES- 1) 2-ply truss to be connected together wtth 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 -2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) \/Vind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; 8CDL=6.0psf; h=25fl; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) • 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 ftt between the bottom chord and any other members. 1 O) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=229, 10=158. A, WARNING -~erl; design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE Design vaJid tor use only with MfTek«I connectors This design is based only upon parameters sho\¥n, and Is for an lndMdual bulding component, not a trun system. Before use. the buHding du;gner must verify the ,ppllcablllty of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is 10 prevent buckling of Individual truss web and/or chord members only. AddiUonat temporary and permanent bracing Is alway, requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabncation, storage. detv«y, erectton and bracing of trusses and truss systems, see ANSvrPl1 Quality Criteria, DSB-89 and SCSI Bulldlng Component Safety lnformMJon available from Truss F>tate Institute, 2670 Crain Highway, Suite 203 Waldor1, MO 20601 March 31,2022 Nii' Milek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524156 220403-A A01G GABLE 1 2 Job Reference loolionall Stone Truss, Inc., Oceanside, CA -92054, 8.530 s Dec 6 2021 MiTek lndustnes, Inc. Thu Mar 31 14:58.57 2022 Page 2 ID. ?x4B5q 723E4pxBJrQGrPejzVOMX-y05SH5c_mOKga0WkQswNEeS0XWgbZC Rwl 1 JHMszVNny NOTES- 12) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 14) Hanger(s} or other connection device(s} shall be provided sufficient to support concentrated load(s} 779 lb down and 40 lb up at 3-0-0, 251 lb down and 33 lb up at 5-0-12, 251 lb down and 33 lb up at 7-0-12, 251 lb down and 33 lb up at 9-0-12, 251 lb down and 33 lb up at 11-0-12, 251 lb down and 33 lb up at 13-0-12, 251 lb down and 32 lb up at 14-6-12, 251 lb down and 33 lb up at 16-0-13, 251 lb down and 33 lb up at 18-0-13, 251 lb down and 33 lb up at 20-0-13, 251 lb down and 33 lb up at 22-0-13, and 251 lb down and 33 lb up at 24-0-13, and 779 lb down and 40 lb up at 26-1-9 on top chord, and 41 lb down and 4 lb up at 2-0-12, 87 lb down and 42 lb up at 3-0-12, 38 lb down and 1 lb up at 5-0-12, 38 lb down and 1 lb up at 7-0-12, 38 lb down and 1 lb up at 9-0-12, 38 lb down and 1 lb up at 11-0-12, 38 lb down and 1 lb up at 13-0-12, 38 lb down and 1 lb up at 14-6-12, 38 lb down and 1 lb up at 16-0-13, 38 lb down and 1 lb up at 18-0-13, 38 lb down and 1 lb up at 20-0-13, 38 lb down and 1 lb up at 22-0-13, 38 lb down and 1 lb up at 24-0-13, and 38 lb down and 1 lb up at 26-0-13, and 41 lb down and 4 lb up at 27-0-13 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S} Standard 1) Dead+ Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (plf) Vert: 54-57~20, 1-6~68, 6-10~68 Concentrated Loads (lb} Vert: 15=1(6} 4=-1(6) 13=1(6} 6=-1(6) 11=1(6) 8=-1(6) 60=4(6} 61~63(6) 62=1(6} 63=1(6) 64=1(6} 65=1(6) 66=1(6} 67=1(6} 68=1(6} 69=1(6) 70=1(6) 71=4(6) 74~1(6} 76=·1(6} 77=-1(6) 79~1(6} 80~1(6} 82~1(6} 83~1(6} 85=-1(6) .,A. WARNING -Vertfy design po,ametera end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5111112020 BEFORE USE Design varld for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an mdividuat building component, not a truss system. Before use, the building desjgner must verify the appNcabiiity of design parameters and property Incorporate this dealgn into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members ooty. Addftlonal lemporary and permanent bf acing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding lh• tabric.aUon. storage, deliYery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qu•llty Crtterla, DSB-19 •nd BCSI Building Component S•tery lnform.tlon available trom Truss Plate Institute. 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Nii' Milek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524157 220403-A A02 Common 3 1 Job Reference lootJOnall Stone Truss, Inc., -2-0-0 2-0-0 Oceanside, CA -92054, 5-3-7 8.530 s Dec 6 2021 MiTek lndustnes, Inc. Thu Mar 31 14:58:58 2022 Page 1 ID:?x485q723E4pxBJrQGrPejzVOMX-RCfqVRdcXiSXBA5x_aRcms?Hkv16lf43ah2qulzVNnx 5-3-7 9-11-2 4-7-11 14-o-13 4-7-11 I 19-2-7 I 23-10-2 I 29-1-e I 4-7-11 4-7-11 5-3-7 Scale= 1·50.4 4x6 = 3x4 = 3x4 = 4x4 = 5x8 = 4x4 = 7-7-5 14-o-13 21-6-5 29-1-8 7-7-5 6-11-8 6-11-8 7-7-4 Plate Offsets (X Y)-[10·0-4-0 0-3-01 ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.38 10-11 >932 180 BCLL 0.0 . Rep Stress Iner YES I/VB 0.44 Horz(CT) 0.12 8 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS Weight: 130 lb FT=20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 8=0-3-8, 2=0-3-8 Max Herz 2=125(LC 12) Max Uplift 8~ 125(LC 13), 2~ 168(LC 12) Max Grav 8=1277(LC 1), 2=1426(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2720/261, 3-4=-2458/228, 4-5~1737/222, 5-6=-1737/231, 6-7=-2489/246, 7-8=-2751/281 BOT CHORD WEBS NOTES- 2-11=-282/2461, 10-11=-173/2009, 9-10=-122/2020, 8-9~206/2508 5-10=-64/982, 6-10=-648/177, 6-9~21/480, 7-9~07/152, 4-10~633/172, 4-11=-8/467, 3-11 ~396/142 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; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Ex1erior(2E)-2-0-11 to 0-7-13, lnterior(1) 0-7-13 to 14-6-13, Ex1erior(2R) 14-6-13 to 17-6-13, lnterior(1) 17-6-13 to 29-1-8 zone; cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ftt between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 8=125, 2~168. 7) This truss is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. £WARNING. Verify design parameters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5119/2020 BEFORE USE Design valid for use only with MIT eke connectors This dellgn Is based only upon parameters shown, and is for 1n lndivtdu .. buikling componenl nol a truss system Befort use, the buUding designer must YfKtfy the applicabiliy of design paramet«s and property tncorporate this design Into the overall building design. Bracing Indicated Is to prevent buck~ng of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guk:tance regarding the fablicatk>n. 1torage, delivery, erection and bracing of trusses and trun systems, see ANSVTPl1 Quality Crlterf■, DSB..S9 and SCSI Bulldlng Component Safety lnformftlon avaHab~ from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 March 31 ,2022 Nii. Milek· 250 Klug Circle corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524158 220403-A B01G GABLE 1 2 Job Reference ( ootionall Stone Truss, Inc., Oceanside, CA -92054, -2,().0 4-11-11 9-3-10 2,().0 4-11-11 4-3-14 13-7-8 4.3.14 8.530 s Dec 6 2021 MiTek lndustnes, Inc. Thu Mar 3114:59.02 2022 Page 1 ID ?x4B5q723E4pxBJrQGrPejzVOMX-JzuLLog6axzzgnOiDPWYxiAuZXQ6EX9fUJ0213zVNnt I 11.11-s £{( 22.3-5 I 21.3-0 I 211-3-0 I 4-3-14 7-1 3-8-1 4•11-11 2-0.0 Scale = 1 :52.1 4x4 = 4x10:::: 3x4 = 3x8 = 5x5 = 4x10 ::::: 7-1-10 1J..7-8 18-5-8 22-3-5 27,3.0 Plate Offsets (X Y)-[2·0-4-12 0-1-71 [8·0-4-8 0-1-71 r10·0-2-o 0-0-01 r10·0-2-8 0-3-01 [44·0-1-14 0-1-0l ' ' ' ' ' ' ' ' ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (Ice} I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL} -0.12 10-56 >810 240 MT20 2201195 TCDL 14.0 LumberDOL 1.25 BC 0.29 Vert(CT) -0.23 10-56 >434 180 BCLL 0.0 Rep Stress Iner NO WB 0.18 Horz(CT} 0.01 10 n/a n/a BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 430 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. 2X4 OF Std G REACTIONS. (size} 2=0-3-8, 10=0-3-8, 8=0-3-8 Max Horz 2=184(LC 30) Max Uplift 2~SOO(LC 29), 10~215(LC 30), 8~338(LC 32) Max Grav 2=972(LC 1), 10=1627(LC 54), 8=1052(LC 63) FORCES. (lb} -Max. Comp./Max. Ten. -All forces 250 (lb} or less except when shown. TOP CHORD 2-3~1719/1056, 3-4=-12951715, 4-5~5961402, 5-6=-4711278, 6-7=-414/536, 7-8=-1088/761 BOT CHORD WEBS NOTES- 2-12~936/1527, 11-12=-5251909, 10-11=-492/278, 8-10~570/885 3-12=-458/161, 4-12=-41496, 4-11=-645/170, 6-11=-2001878, 6-10=-1115/248, 7-10=-1582/150 1} 2-ply truss to be connected together with 1 0d (0.131 "x3"} nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B} face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25tt; Cal. II: Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever len and right exposed ; end vertical len and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (nonmal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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 frt between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplin at joint(s) except (jt=lb) 2=500, 10=215, 8=338. 12) This truss Is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. £WARNING-Verify design perameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-74'73 rw. 511912020 BEFORE USE Design valid for use only with MIT eke connectors This design Is based onty upon parameters $hown, and ls for an indivtdual buiding component, not a truss system. BefOfe use, the building desfgner must verity the apptlcability or design parameters and proper1y incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapn with possible peraonal Injury and property damage. For general guidance regardlog the fabrication, storage, deivBfY, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Crfterla, DSB-89 and SCSI Building Component Safety Information available from Truu Plate Institute, 2670 Crain HighYiay, Sul'te 203 Waldorf, MO 20601 March 31 ,2022 Nii' Milek· 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524158 220403-A 801G GABLE 1 2 Job Reference Cootionall Stone Truss, Inc., Oceanside, CA -92054, 8.530 s Dec 6 2021 MiTek lndustnes, Inc. Thu Mar 31 14:59·02 2022 Page 2 ID. ?x4B5q723E4pxBJrQGrPejzVOMX-JzuLLog6axzzgnOiDPWYxiAuZXQ6EX9fUJ0213zVNnt NOTES- 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 14) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-3-0 for 55.0 plf. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 33 lb up at 22-2-4, and 779 lb down and 40 lb up at 24-3-0 on top chord, and 38 lb down and 1 lb up at 22-2-4, and 87 lb down and 42 lb up at 24-2-4, and 41 lb down and 4 lb up at 25-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) No notches allowed in overhang and 2-0-0 from left end and 2-0-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Uniform Loads (pit) Vert: 51-54~20, 1-52=-68, 2-5=-68, 5-9=-68 Concentrated Loads (lb) Vert: 7=-1(F) 57=1(F) 58=-63(F) 59=4(F) _& WARNING-Verify design paiameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/1912020 BEFORE USE Design valkS for use only with MrTe~ connectors This design is based only upon parameters shown. and Is fOt' an indiwtual building component. not a truss system. Before use, lhe buUding designer must verify the apptlcability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buekling of lndMdual truss web and/or chord members onty. Additional temporary and permanent bracing Is always required for slabitlty and to prevent collapse with pouit>,e personal Injury and property damage, For general guldance regerdlng the rabric.Uon, storage. delivery, eredion and bracing or trusses and truss systems, see ANSVTPl1 Qu11lty Crlterl,, DSB-89 ,nd SCSI Sulldlng Component Safety lnforml'tlon available from Truss Plate Institute, 2670 Crain Highway, suite 203 Waldort, MD 20601 Nii' Milek' 250 Klug Circie Co,ooa, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524159 220403-A 802 Common 2 1 Job Reference Cootionall Stone Truss, Inc., -2-0-0 2-0-0 Oceanside, CA -92054, 4-11-11 4-11-11 9-3-10 4-3-14 13-7-8 4-3-14 8.530 s Dec 6 2021 MiTek lndustnes, Inc. Thu Mar 31 14:59.04 2022 Page 1 ID.?x4B5q723E4pxBJrQGrPejzVOMX-FM05IUhN6YDhv5Y4KqY007FJnK6OiOoyydV96yzVNnr I 17-11-6 111-1~ 22-3-5 I 27-3-0 I 29-3-0 I 3-8-1 4-11-11 2-0-0 6-7-10 13-7-8 6-7-10 6-11-14 Plate Offsets (X Y}-rn~0-10 Edge] [8·0-5-6 0-0-41 r10·0-2-8 Edge] . . . . . . LOADING (psi) SPACING-2-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 14.0 LumberDOL 1.25 BC 0.30 BCLL 0.0 . Rep Stress Iner YES VV8 0.36 BCDL 10.0 Code IBC2018fTPl2014 Matrix-AS 4x4 = 16-7-4 4-11-12 DEFL. in (loc) Vert(LL) -0.08 10-18 Vert(CT) -0.25 10-18 Horz(CT) 0.02 10 1/defl Ud >999 240 >421 180 n/a n/a 27-3-0 8-7-12 PLATES MT20 Weight: 125 lb Scale= 1:50.5 GRIP 220/195 FT=20% LUMBER- TOP CHORD BOT CHORD 1/VEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 2=0-3-8, 8=0-3-8, 10=0-3-8 Max Horz 2~105(LC 13) Max Uplift 2~135(LC 12), 8~102(LC 13), 10~84(LC 13) Max Grav 2=878(LC 1), 8=418(LC 45), 10=1453(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/170, 3-4~1157/151, 4-5~415/126, 5-6=-425/132, 6-7=-36/469 BOT CHORD 2-12=-183/1208, 11-12=-91/761, 10-11=-386/122 1/VEBS 3-12=-366/129, 4-12=-15/511, 4-11~5921162, 6-10=-1128/166, 7-10=-476/120, 6-11 =-84/886 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; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-11 to 0-7-13, lnterior(1) 0-7-13 to 13-7-8, Exterior(2R) 13-7-8 to 16-7-8, lnterior(1) 16-7-8 to 29-3-11 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 wtth 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 reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wtthstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=135, 8=102. 7) This truss Is designed In accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSlfTPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A, WARNING -Verify design peramolers and READ NOTES ON THIS ANO INCLUOEO MJTEK REFERENCE PAGE Mll-7473 n,v 5119/2020 BEFORE USE Design valid for use onty with MrTeke connectors This design Is based only upon parameters shown, and Is to, an Individual buNdmg component, not 1 tn.tss system. Before use, the bulfding designer must verify the appicabllity of design paramet6fs and property Incorporate this design into the overall building design. Bracing lndlCated Is to prevent buckling of lndMdual truss web and/or chord members onl-J, AdditJonal temporary and permanent bracing Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delfvety, erection and bracing of trusses and truss systems, see ANSVTPl1 Ou•lity Criterl•, ass.as •nd SCSI Building Component S.fety lnformetlon available from Truss Plate Institute, 2670 Crain Hghway, Suile 203 Waldort, MD 20601 March 31,2022 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524160 220403-A 803 Common 1 1 Job Reference lootionall Stone Truss, Inc., Oceanside, CA -92054, 8.530 s Dec 6 2021 Milek Industries, Inc. Thu Mar 31 14:59 05 2022 Page 1 ID:?x485q723E4px8JrQGrPejzVOMX-jYaUzqi?tsLXXF7HuY3FYKoUXkRURrz5BHFieOzVNnq 4-11-11 9-3-10 13-7-8 4-11-11 4-3-14 4-3-14 17-11-6 1~-7~ 22-3-5 I 27-3-0 I 29-3-0 I 4-3-14 0-7-1 3-8-1 4-11-11 2-0-0 6-7-10 6-7-10 Plate Offsets (X Yl-(7·0-5-6 0-0-41 [9·0-2-8 EdqeJ . . . . LOADING (psi} SPACING-2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Iner YES BCDL 10.0 Code IBC2018/TPl2014 13-7-8 6-11-14 CSI. TC 0.28 BC 0.31 W8 0.37 Matrix-AS 4x4 = 18-7-4 27-3-0 4-11-12 8-7-12 DEFL. in (loc) Vdefl Ud PLATES Vert(LL) -0.08 9-17 >999 240 MT20 Vert(cn -0.25 9-17 >422 180 Horz(CT) 0.02 9 n/a n/a Weight: 122 lb LUMBER- TOPCHORD BOT CHORD WEBS 2X4 OF No.1 &Btr G 2X4 OF No.1&Btr G 2X4DF StdG BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 1 =0-3-8, 7=0-3-8, 9=0-3-8 Max Horz 1 =-119(LC 17) Max Uplift 1~91(LC 12), 7~102(LC 13), 9=-86(LC 13) Max Grav 1=728(LC 1), 7=416(LC 45), 9=1467(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1399/189, 2-3=-1200/167, 3-4~16/126, 4-5~26/133, 5-6~0/480 BOT CHORD 1-11=-203/1264, 10-11=-96/775, 9-10~397/125 WEBS 2-11=-377/139, 3-11=-30/528, 3-10~6091168, 5-10=-90/901, 5-9~1141/177, 6-9=-4 76/120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) I/Vind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, lnterior(1) 3-0-0 to 13-7-8, Exterior(2R) 13-7-8 to 16-7-8, lnterior(1) 16-7-8 to 29-3-11 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except (jt=lb) 7=102. 7) This truss is designed in accordance wtth the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Scala: 114"'1' GRIP 220/195 FT=20% March 31,2022 £ WARNING· Verily deSlgn poromtters and READ NOTES ON THS AND INCLUDED MITEK REFERENCE PAGE Mll-7<73 rOY SM/2020 BEFORE USE Design v1Kd for use onty with MrTektl connectors, This design Is based onty upon parameters shown, ■nd is for an Individual bultding component. not a truss system. Before use, the bul"lding designer must verify the applicability of dealgn parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of indlvidual truss web and/or Chord members onty. Addltional temporary and permanent bracing Is atways required for stability and to prevent coHapse with poulbfe per10nal Injury and property damage. For general guidance regarding the fabrication, storage, deltvery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quality Crlt•rl•, DSB-89 •nd BCSI Bui/ding Component Safety Information avaitable from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Nii' Milek' 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524161 220403-A C01G GABLE 1 2 Job Reference footionall Stone Truss, Inc, Oceanside, CA -92054, 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Mar 31 14:59.10 2022 Page 1 ID:?x4B5q723E4pxBJrQGrPejzVOMX-4WNMOXmBiOzqdO?Eh5fQFOVGhl7G66EqKYyTJczVNnl -2-0-0 5-0-2 9-4-8 2-0-0 5-0-2 4-4-6 I 1~~4 I 1::_~ I 220:: I Scale = 1 :38.0 4x4 = 2x6 11 5.oo f12 exe -;;. 8x8 .:::::, 3x5 ~ 3x5.:::::, 10 39 42 3x8 = 4x14 ;::: 5-0-2 9-4-6 13-8-14 18-9-0 5-0-2 4-4-6 4-4-6 5-0-2 Plate Offsets (X Y)-I2·CH;-4 0-1-131 13·0-4-0 0-5-81 13·0-1-13 0-1-01 13·0-1-3 Edge) 15·0-1-13 0-1-01 15·0-4-0 0-5-81 [6·0-6-4 0-1-131 113·0-1-12 0-1-01 125·0-1-12 0-1-01 ' ' . I I I I I I I ' ' ' I ' I ' ' LOADING (psi) SPACING-2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 8-9 >999 240 MT20 220/195 TCDL 14.0 LumberDOL 1.25 BC 0.40 Vert(CT) -0.20 8-9 >999 180 BCLL 0.0 Rep Stress Iner NO WB 0.30 Horz(CT) 0.06 6 nla nla BCDL 10.0 Code IBC2018/TPl2014 Matrix-MS Weight: 251 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS 2X4 OF No.1 &Btr G 2X4 DF No.1 &Btr G 2X4 OF Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 2X4 DF Std G REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=254(LC 30) Max Uplift 2=-726(LC 29), 6=-647(LC 32) Max Grav 2=2562(LC 54), 6=2528(LC 59) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5699/1537, 3-4~3650/792, 4-5~3650/798, 5-6~5692/1537 BOT CHORD 2-10=-1295/5243, 9-10=-81615239, 8-9=-75115234, 6-8~1230/5237 WEBS 3-10=0/262, 4-9~46/1892, 3-9=-2292/196, 5-9=-2286/179 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wtth any other live loads. 9) • 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. 1 O) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of wtthstanding 100 lb uplift at joint(s) except (jl=lb) 2=726, 6=647. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent wtth any other live loads. .&, WARNtNG -Vtr1fy design parameters and RE.AO NOTES ON THS ANO INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5110/2020 BEFORE USE Design vatid for use only wJlh MiTeke connectors. This design Is based onty upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appNcabillty of design parameters and property lncorporate this design Into !he overall buildtng design. Bracing lndk:ated Is to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing Is atways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Crfttrl•, DSB-19 •nd SCSI Building Component Safety lnforrmrtion availabSe from Truss Plate Institute. 2670 Crain Hghway, Suite 203 WakjOf'f, MO 20601 March 31.2022 Nii . Milek· 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524161 220403-A C01G GABLE 1 2 Job Reference (optional) Stone Truss, Inc., Oceanside, CA -92054, 8.530 s Dec 6 2021 Milek Industries, Inc. Thu Mar 31 14:59:10 2022 Page 2 ID:?x485q723E4pxBJrQ GrPejzVOMX-4WNM0Xm81Ozqd0?Eh5fQFOVGhl7G66EqKYyT JczVNnl NOTES- 14) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-9-0 for 133.3 p~. 15) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 779 lb down and 40 lb up at 3-0-0, 251 lb down and 33 lb up at 5-0-12, 251 lb down and 33 lb up at 7-0-12, 251 lb down and 32 lb up at 9-0-12, 251 lb down and 32 lb up at 9-8-4, 251 lb down and 33 lb up at 11-8-4, and 251 lb down and 33 lb up at 13-8-4, and 779 lb down and 40 lb up at 15-9-0 on top chord, and 41 lb down and 4 lb up at 2-0-12, 87 lb down and 42 lb up at 3-0-12, 38 lb down and 1 lb up at 5-0-12, 38 lb down and 1 lb up at 7-0-12, 38 lb down and 1 lb up at 9-0-12, 38 lb down and 1 lb up at 9-8-4, 38 lb down and 1 lb up at 11-8-4, 38 lb down and 1 lb up at 13-8-4, and 87 lb down and 42 lb up at 15-8-4, and 41 lb down and 4 lb up at 16-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) No notches allowed in overhang and 2-0-0 from len end and 2-0-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Un~orm Loads (pit) Vert: 31-34~20, 1-32~68, 2-4~68, 4-7=-68 Concentrated Loads (lb) Vert: 10=1(F) 3=-1(F) 8=1 (F) 5=-1(F) 37=4(F) 38=-63(F) 39=1(F) 40=1(F) 41=1(F) 42=1(F) 43~63(F) 44=4(F) 48~1(F) 49=-1(F) 50=-1(F) 51=-1(F) £_ WARNfNG. Verify design ~rlmtlers and READ NOTES ON THS ANO INCLUDED MITEK REFERENCE PAGE Mll-7◄73 UN' 5/19/2020 BEFORE USE Design valid tor use only with MiTekeconnectors. This design Is based only upon parameters ShOwn, and Is for an Individual buHdlng component, not a truss system Before use, the buUding de~ner must verify the applicability of design parametor1 and proper1y incorporate this design into the overall building design, Bracing Indicated Is to prevent buGkllng of lndlYldual truss web and/o, chord members only, Addhlonal temporary and permanent bracing Is always required for stability and to prevent collapse with poaslble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPt1 Qu11ity Crlterfa, oss..as 1nd SCSI Bulldlng Component S1fety Information avalable from Truss pt~e Institute, 2670 Crain ttghway, suite 203 Waldorf, MO 20601 Mil. Milek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Walker Remodel K11524162 220403-A CO2 Common 3 1 Job Reference iontional\ Stone Truss, Inc., Oceanside, CA -92054, 5-0-2 5-0-2 8.530 s Dec 6 2021 MiTek Industries, Inc. Thu Mar 31 14:59: 11 2022 Page 1 ID:?x485q723E4pxBJrQGrPejzVOMX-YixlDtnmTi5hFAaQEoAfob2WB9UQraxzZCi0s2zVNnk -2-0--0 9-4-8 2-0--0 4-4-8 I 13-8-14 I 18-9-0 I 4-4-8 5-0-2 6-5-10 6-5-10 Plate Offsets (X Y)--[2·0-0-14 0-0-01 [6·0-0-14 0-0-01 ' ' ' ' LOADING (psi) SPACING-2-0-0 CSI. TCLL 20.0 Plate Grip DDL 1.25 TC 0.27 TCDL 14.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 Rep Stress Iner YES W8 0.21 BCDL 10.0 Code IBC2018/TPl2014 Matrix-AS 4x4 = 12-3-8 5-9-13 DEFL. Vert{LL) Vert(CT) Horz(CT) in -0.04 -0.16 0.04 {loc) 8-14 7-11 6 Scale= 1:33.5 18-9-0 6-5-10 I/dell Ud PLATES GRIP >999 240 MT20 220/195 >999 180 n/a n/a Weight: 75 lb FT= 20% LUMBER- TOP CHORD BOT CHORD WEBS 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. REACTIONS. (size) 6=0-3-8, 2=0-3-8 Max Horz 2=90(LC 12) Max Uplift 6=-80(LC 13), 2~ 124(LC 12) Max Grav 6=817(LC 1 ), 2=972(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 594/282, 3-4~1409/269, 4-5~1442/284, 5-6=-1621/297 BOT CHORD 2-8=-214/1426, 7-8=-104/977, 6-7=-221/1469 WEBS 4-7=-65/529, 5-7~373/146, 4-8=-46/510, 3-8=-363/139 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; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E)-2-0-11 to 0-7-13, lnterior(1) 0-7-13 to 9-4-8, Exterior(2R) 9-4-8 to 12-4-8, lnterior(1) 12-4-8 to 18-9-0 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except 0t=lb) 2=124. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A_ WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtl-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an lndlvJdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate thls design Into the overall building design. Bracing Indicated Is to prevent buekllng of indl\/idual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent coHapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Crlterfa, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Craln Highway, Suite 203 Waldorf, MD 20601 March 31.2022 MIi. Milek' 250 Klug Circle Corona, CA 92880 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-~,o'' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. • Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION t) Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: SCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 c::: 0 I () a.. 0 I- 8 Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS C2.J C1-8 Co-7 CS-6 BOTTOM CHORDS 7 6 5 0 c::: 0 I () a.. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSlfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 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-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested 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 acccrd with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11 . Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, 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 acccrdance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into acccunt any dynamic or other loads other than those expressly stated. TIMBER PRODUCTS We Deliver Confidence. Cl: December 4, 2019 Stone Truss Inc. 507 Jones Road Oceanside, CA 92058 To Whom It May Concern, Timber Products Inspection, Inc. is proud to announce that the following truss manufacturing facility, Stone Truss Inc., is a subscriber to our nationally accredited "Truss Quality Auditing Program". The TP Truss Quality Auditing Program is accredited under the IAS AA696 Evaluation Report and conforms to requirements for independent inspection of trusses under the International Building Code and International Residential Code. The TP program involves daily in-plant quality control checks by plant personnel and periodic unannounced inspections by TP personnel for conformance to engineering and industry standards for fabricators. The TP quality stamp on each truss bearing the registered GTI log is your assurance that the trusses were fabricated in accordance with the TP Truss Quality Auditing Program and applicable sections of t he IBC and IRC. Specific design loads and installation requirements are not covered by the TP Auditing Program. Please note that the quality programs are automatically renewed unless requested otherwise. Any questions about this program, the facilities status in the program or the use of the TP registered quality stamps should be directed to Timber Products Inspection, Inc. at {770} 922-8000. Sincerely, Timber Products Inspection 7~ Patrick C. Edwards, P.E. Director of Engineering PO Box 919 1641 Sigman Road Conyers GA 30012 770-922-8000 www.tpinspection.com with offices in Duluth MN, Trussville AL, Vancouver WA, Langley BC Canada ,.1' l-',ili j;'I ,,: MEMORANDUM DATE: April 29, 2022 PeopleScale Design w.o. 82~tfSEIVED TO: MAY O 3 2022 2604B El Camino Real, Suite 250 Carlsbad, California 92008 OF CARLSBAD NG DIVISION ATTENTION: FROM: SUBJECT: References: Mr. Matthew Baldwin John P. Franklin, CEG 1340 Stephen J. Coover, GE 2057 Structural Plans Review, Walker Residence, 1360 Forest Avenue, Carlsbad, California 92008 1. Structural Plans, "Walker Residence, 1360 Forest Avenue, Carlsbad, CA 92008," Sheets S-1 through S-6 and Sheet SS1, by Solid Forms Engineering, dated April 25, 2022. 2. "Limited Geotechnical Evaluation For Planned Residential Construction, 1360 Forest Avenue, Carlsbad, California, 92008 APN 156-052-14-00," W.O. 8297-A-SC, dated March 28, 2022, by GeoSoils, Inc. In accordance with your request, GeoSoils, Inc. (GSI) has reviewed the referenced structural plans with respect to the intent of the geotechnical report (Reference 2). GS l's scope of services included a review of the referenced documents, engineering and geologic analysis, and preparation of this memorandum report. Based on our review, the plans (Reference No. 1) appear to be in accordance with the intent of our report, and are satisfactory from a geotechnical viewpoint. The conclusions and recommendations presented in the referenced report (Reference No. 2) by GSI remains valid and applicable. The conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. GSI assumes no responsibility or liability for work or testing performed by others, or their inaction, or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Distribution: Addressee (Electronic PDF Copy) l=f > t--0 ' ' Geotechnical • Geologic • Coastal • Environmental 5741 Palmer Way • Carlsbad, California 9201 0 • (760) 438-3155 • FAX (760) 931-0915 • www.geosoilsinc.com Heath and Shannon Walker 1360 Forest Avenue Carlsbad, California 92008 March 28, 2022 W.O. 8297-A-SC Subject: Limited Geotechnical Evaluation for Planned Residential Construction, 1360 Forest Avenue, Carlsbad, California 92008, APN 156-052-14-00 Dear Mr. And Mrs. Walker: In accordance with your request, GeoSoils, Inc. (GSI) has performed soil sampling and laboratory testing and analyses of representative soil samples obtained from the site by a representative from this office. The purpose of our testing was to evaluate soil parameters for the planned remodel and additions to the existing single-family residential structure located at 1360 Forest Avenue, Carlsbad, California. GSl's scope of services included a review of the referenced documents (Appendix A) and plans by PeopleScale Design (PSD, 2021), subsurface exploration, laboratory testing, engineering and geologic analyses, and preparation of this report. This report has been prepared for the sole purpose of providing a limited description of soil conditions onsite, and engineering parameters derived from testing of site soil samples in our laboratory, and does not constitute a geotechnical evaluation of the overall stability or suitability of the site. Based on a review of the plans (PSD, 2021), the planned remodel includes a 343 square-foot addition to the east side of the existing structure, and a 274 square-foot addition to the front of the structure. Per plan and conversations with the client, the additions are anticipated to be single-story structures supported by a raised wood floor and perimeter/interior footings, which will tie into the existing structure currently supported by a raised wood floor. Building loads are assumed to be typical of similar residential development. FIELD STUDIES Site-specific field studies were conducted by GSI on February 23, 2022, and consisted of reconnaissance geologic mapping and the excavation of two (2) exploratory excavations for an evaluation of near-surface soil and geologic conditions onsite. The excavations were performed in the vicinity of the proposed additions, and were logged by a representative of this office who collected representative bulk samples for appropriate laboratory testing. In general, the proposed additions appear to be underlain by about 1 ½ to 2 feet of existing undocumented fill and weathered old paralic deposits, generally consisting of reddish brown to brown silty sand (USCS symbol SM), overlying less weathered old paralic deposits (i.e. bedrock) below. Based on our observations, testing, and analysis, existing fill and surficial bedrock within about 1 ½ to 2 feet from existing yard grades appear moist and relatively loose, becoming damp and dense below these depths, as less weathered bedrock is encountered. LABORATORY TESTING Laboratory tests were performed on representative samples of site earth materials in order to evaluate their physical characteristics. The results of our evaluation are summarized as follows: Particle-Size Analysis A particle-size evaluation was performed on a representative soil sample (B-1 @ ½ to 2½ feet) in general accordance with ASTM D 422-63. The testing was used to evaluate the soil classification in accordance with the Unified Soil Classification System (USCS). The results of the particle-size evaluation indicate that the tested soil is a Silty Sand (SM). Expansion Index A test was performed on a representative soil sample in general accordance with ASTM D 4829. Test results and the soils expansion potential are presented in the following table: SAMPLE LOCATION DESCRIPTION EXPANSION INDEX EXPANSION POTENTIAL B-1 @ 1/, to 2 '/, feet Siltv Sand < 21 Very Low Saturated Resistivity, pH, and Soluble Sulfates, and Chlorides GSI conducted sampling and testing of a representative sample of the onsite earth materials for general soil corrosivity and soluble sulfates, and chlorides testing. The testing included evaluation of soil pH, soluble sulfates, chlorides, and saturated resistivity. Test results are presented in the following table: Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad Fi le: e: \ wp21 \8200\8297 a. lge GeoSoils, Inc:. W.O. 8297-A-SC March 28, 2022 Page 2 SAMPLE LOCATION AND DEPTH SATURATED SOLUBLE SOLUBLE (FT) pH RESISTIVITY SULFATES CHLORIDES Cohm-cml 1% bv weiahtl Cooml I B-1 @ '/2 to 2'/2 feet I 7.7 I 15,000 I 0.003 I 21 I Corrosion Summary Laboratory testing indicates that the tested sample of the on site soils is mildly alkaline with respect to soil acidity/alkalinity; is slightly corrosive to exposed, buried metals when in a moist state; presents negligible sulfate exposure to concrete (Exposure Class SO per Table 19.3.1.1 of American Concrete Institute [ACI] 318-14), and contains low concentrations of soluble chlorides. GSI does not consult in the field of corrosion engineering. Thus, the Client may obtain additional consultation from a qualified corrosion engineer based on the level of corrosion protection required for the project, as determined by the Client, the Project Architect, the Project Structural Engineer, and the Project Civil Engineer. BEARING VALUE Based on our analysis, an allowable bearing value of 2,000 pounds per square foot (psf) may be assumed for continuous footings, a minimum 12 inches wide and 12 inches deep (below lowest adjacent grade [excluding soft soils, landscape zones, slab and underlayment thickness, etc.]), bearing on suitable, approved formational soil. It is anticipated that actual footing depths may be deeper than those indicated above, in order to penetrate any potential loose, near-surface soils (approximately 1 ½ to 2 feet deeper). Actual footing depths would be based on conditions exposed within the footing excavation. The allowable bearing value may be increased by 20 percent for each additional 12 inches in depth of proper embedment, or 6 inches in width, into approved suitable bearing soil, to a maximum value of 2,500 psf. The above values may be increased by one-third when considering short duration seismic or wind loads. Differential settlement may be assumed as 1 inch in a 40-foot span, provided the footing bears on suitable, competent and similar earth materials. Foundations should be designed for all applicable surcharge loads and should consider the inherent corrosive coastal environment. Existing foundations should not support new loads. LATERAL PRESSURE Total lateral resistance (TLR) for shallow foundations is provided by the friction along the footing bottoms and the passive pressure across footing faces in contact with either fill or natural soil deposits. The TLR is influenced by the depth of the footing and the cohesion Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File:e:\wp21 \8200\B297a.lge GeoSoils, Inc:. W.O. 8297-A-SC March 28, 2022 Page 3 (or apparent cohesion) of the soil material. The normal force or dead load on the footing from the overlying structure will influence the amount of frictional resistance. For sands or predominantly sandy soils, this friction is higher than clay or clayey/silty soils. The TLR and vertical bearing of the soil were derived from soil(s) descriptions, multiple laboratory tests, and the use of Table 1806.2 of the 2019 CBC (CBSC, 2019a). The TLR for the silty sands onsite may be taken as an equivalent fluid of 150 pcf (150 psf/ft of depth) per foot of depth. This may be added to the frictional resistance of the sandy earth material using a coefficient of friction of 0.25 when combined with the normal (dead load) force. When combining the frictional and passive components of the TLR, the passive value should be reduced by 1/a (one-third). The total maximum lateral bearing pressure of 2,000 psf may be used for this site, unless further testing and analysis is performed. GSI believes this to be a reasonably conservative value, considering the limited scope of work. Please note that if foundations for either the main or appurtenant structures are pile or pier supported, the frictional value noted above should be neglected. SEISMIC DESIGN General In the event of an upper bound (maximum probable) or credible earthquake occurring on any of the nearby major faults, strong ground shaking would occur in the subject site's general area. Potential damage to any structure(s) would likely be greatest from the vibrations and impelling force caused by the inertia of a structure's mass than from those induced by the hazards listed above. This potential would be no greater than that for other existing structures and improvements in the immediate vicinity. Seismic Shaking Parameters The following table summarizes the site-specific design criteria obtained from the 2019 CBC, Chapter 16 Structural Design, Section 1613, Earthquake Loads. The computer program Seismic Design Maps, provided by the California Office of Statewide Health Planning and Development (OSHPD, 2022) has now been used to aid in design (https://seismicmaps.org). The short spectral response uses a period of 0.2 seconds. PARAMETER Risk Category Site Class Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad Fi le: e :\ wp21 \8200\8297 a. lge 2019 CBC SEISMIC DESIGN PARAMETERS SITE SPECIFIC VALUE PER ASCE 7-16 II D GeoSoils, Inc. 2019 CBC OR REFERENCE Table 1604.5 Section 1613.2.2/Chap. 20 ASCE 7-16 (p. 203-204) W.O. 8297-A-SC March 28, 2022 Page 4 2019 CBC SEISMIC DESIGN PARAMETERS PARAMETER SITE SPECIFIC 2019 CBC OR REFERENCE VALUE PER ASCE 7-16 Spectral Response -(0.2 sec), S, 1.035 g (Section 21.3) Section 1613.2.1 Figure 1613.2.1(1) Spectral Response -(1 sec), S1 0.625 g (Section 21.3) Section 1613.2.1 Figure 1613.2.1 (2) Site Coefficient, Fa 1.0 (Table 11.4-1) Table 1613.2.3(1) Site Coefficient, Fv 2.5 (Section 21.3) Table 1613.2.3(2) Maximum Considered Earthquake Spectral Section 1613.2.3 Response Acceleration 1.511 g (Section 21.4) (Eqn 16-36) (0.2 sec), SM, Maximum Considered Earthquake Spectral 0.938 g (Section 21.4) Section 1613.2.3 Response Acceleration (1 sec), SM 1 (Eqn 16-37) 5% Damped Design Spectral Response 1.007 g (Section 21.4) Section 1613.2.4 Acceleration (0.2 sec), S08 (Eqn 16-38) 5% Damped Design Spectral 0.626 g (Section 21.4) Section 1613.2.4 Response Acceleration (1 sec), S01 (Eqn 16-39) PGAM -Probabilistic Vertical Ground Acceleration may be assumed as about 50% 0.541 g (Section 21.5.3) ASCE 7-16 (Eqn 11.8.1) of these values. Seismic Design Category D Section 1613.2.5/ASCE 7-16 (Section 11.6) (o. 85: Table 11.6-1 or 11.6-2) GENERAL SEISMIC PARAMETERS PARAMETER VALUE Distance to Seismic Source Newport-Inglewood (offshore) fault(1) ±5.5 mi (8.8 km) Upper Bound Earthquake Newport-Inglewood (offshore) fault Mw = 7.1(2) ('1 -From Blake (2000) m -Cao, et al. {2003) Conformance to the criteria above for seismic design does not constitute any kind of guarantee or assurance that significant structural damage, ground failure, or surface manifestations will not occur in the event of a large earthquake in this region. The primary goal of seismic design is to protect life, not to eliminate all damage, since such design may be economically prohibitive. Cumulative effects of seismic events are not addressed in the 2019 CBC (CBSC, 2019) and regular maintenance and repair following locally significant seismic events (i.e., Mw 5.5) will likely be necessary, as is the case in all of Southern California. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File:e:\wp21\8200\8297a.lge GeoSoils, Inc. W.O. 8297-A-SC March 28, 2022 Page 5 DEVELOPMENT CRITERIA Grading All grading should conform to the guidelines presented in the 2019 CBC (CBSC, 2019a), and the County. When code references are not equivalent, the more stringent code should be followed. During earthwork construction, all site preparation and the general grading procedures of the contractor (if grading is to occur) should be observed and the fill selectively tested by a representative(s) of GSI. If unusual or unexpected conditions are exposed in the field, they should be reviewed by this office and if warranted, modified and/or additional recommendations will be offered. All applicable requirements of local and national construction and general industry safety orders, the Occupational Safety and Health Act, and the Construction Safety Act should be met. Type B soils may be assumed per Cal-OSHA. GSI does not consult in the area of safety engineering. The contractor is responsible for the safety of construction workers onsite. Remedial Grading Loose and compressible materials consisting of weathered formation and undocumented fill occur at the surface, overlying suitable bearing material. As such, the need for remedial grading cannot be precluded, and should be reviewed prior to footing excavation construction. During our site exploration, a near-surface layer of undocumented fill and weathered old paralic deposits, on the order of about 1 ½ to 2 feet in thickness, was observed in the areas of proposed additions. It is GSl's understanding that the proposed foundation system is to consist of continuous/isolated spread footings and raised wood floors. Based on the foundation type, mitigation of the observed soils may consist of one of the following two options: • Deepen the foundation system through the surficial soils (i.e. 1 ½ to 2 feet, as determined in the field), and embed the foundation at least 12 inches into the underlying less weathered bedrock. • Perform complete removal/recompaction of any unsuitable soil, and undercutting bedrock as necessary, to provide a minimum 3-foot thick cap of compacted fill. Removal/recompaction should be completed for a minimum lateral distance of at least 3 to 5 feet beyond the building footprint. All soils should be compacted to at least90 percent relative compaction, per ASTM D-1557. This option will result in the building foundation being supported uniformly by compacted fill, and should lower the potential for shallow perched groundwater to occur. Foundations Current laboratory testing indicates that the onsite soils exhibit expansion index values of less than 21. As such, these soils do not meet the criteria of detrimentally expansive soils as defined in Section 1803.5.3 of the 2019 CBC. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File: e :\ wp21 \8200\829 7 a. I g e GeoSoils, Inc. W.O. 8297-A-SC March 28, 2022 Page 6 From a geotechnical viewpoint, foundation construction should conform to the following: 1. New exterior and interior footings for one-story floor loads should be founded at a minimum depth of 12 inches below the lowest adjacent grade, or embedded at least 12 inches into GSI approved suitable bearing material, whichever is deeper. Footing widths should be per Code. Isolated pad footings should be 24 inches square, by 24 inches deep, and minimally embedded at least 18 inches into GSI approved suitable bearing soil, whichever is deeper. If the loose surficial soil is not removed and recompacted, the footings should extend through the surficial soil, and the dimensions for embedment will increase by the thickness of the unsuitable surficial soil. 2. All footings should be reinforced with four No. 4 reinforcing bars, two placed near the top and two placed near the bottom of the footing. Isolated pad footing reinforcement should be per the structural engineer. 3. Interior and exterior column footings should be tied together via grade beams in at least one direction. The grade beam should be at least 12 inches square in cross section, and should be provided with a minimum of two No.4 reinforcing bars at the top, and two No.4 reinforcing bars at the bottom of the grade beam. The base of the reinforced grade beam should be at the same elevation as the adjoining footings. 4. New foundations should maintain a minimum 7-foot horizontal distance between the base of the footing and any adjacent descending slope, and minimally comply with the guidelines per the 2019 CBC (CBSC, 2019a). This may also result in a deeper footing than per plan. Retaining Walls General Cantilevered and restrained masonry retaining walls should be designed and constructed in accordance with the standard of practice and the soil parameters presented herein. The design parameters provided in this report assume that either very low expansive soils (typically Class 2 permeable filter material or Class 3 aggregate base) or native onsite materials with an expansion index less than 21 and a plasticity index less than 15 are used to backfill any retaining wall. The type of backfill (i.e., select or native), should be specified by the wall designer, and clearly shown on the plans. Building walls, below grade, should be water-proofed. As noted, the foundation system for the proposed retaining walls should be designed in accordance with the soil parameters provided herein. Footings should be embedded a minimum of 18 inches below the lowest adjacent grade (excluding landscape layer, 6 inches) and should be 24 inches in width. Planned retaining wall footings may need to be deepened where loose surficial soils are present, or to provide for the Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File:e:\wp21 \8200\B297a.lge GeoSoils, Inc:. W.O. 8297-A-SC March 28, 2022 Page 7 recommended setback of at least 7 feet to the slope face. All retaining walls should be provided with subdrainage to mitigate the potential for the buildup of hydrostatic pressures. For additional mitigation, consideration should be given to applying a water-proof membrane to the back of all retaining structures. The use of a waterstop should be considered for all concrete and masonry joints. Any plans for engineered walls shall be reviewed by this office prior to construction. Recommendations for specialty walls (i.e., crib, earthstone, geogrid, etc.) can be provided upon request, and would be based on site specific conditions. Seismic Surcharge For engineered retaining walls six (6) feet or greater in height, and if required, GSI recommends that the walls be evaluated for a seismic surcharge, in general accordance with 2019 CBC requirements. The site walls in this category should maintain an overturning Factor-of-Safety (FOS) of approximately 1.25 when the seismic surcharge (increment), is applied. For restrained walls, the seismic surcharge should be applied as a uniform surcharge load from the bottom of the footing (excluding shear keys) to the top of the backfill at the heel of the wall footing. This seismic surcharge pressure (seismic increment) may be taken as 15H where "H" for retained walls is the dimension previously noted as the height of the backfill measured from the bottom of the footing to daylight above the heel of the wall footing. The resultant force should be applied at a distance 0.6 H up from the bottom of the footing. For the evaluation of the seismic surcharge, the bearing pressure may exceed the static value by one-third, considering the transient nature of this surcharge. For cantilevered walls the pressure should be an inverted triangular distribution using 15H. Reference for the seismic surcharge for Seismic Design Category "D" is Section 1803.5 of the 2019 CBC. Please note this is for local wall stability only. Landscape Maintenance Only the amount of irrigation necessary to sustain plant life should be provided. Over-watering the landscape areas will adversely affect existing and proposed site improvements. We would recommend that any proposed open-bottom planters adjacent to proposed structures be eliminated for a minimum distance of 1 O feet. As an alternative, closed-bottom type planters could be used. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. If planters are constructed adjacent to structures, the sides and bottom of the planter should be provided with a moisture retarder to prevent penetration of irrigation water into the subgrade. Provisions should be made to drain the excess irrigation water from the planters without saturating the subgrade below or adjacent to the planters. Consideration should be given to the type of vegetation chosen and their potential effect upon surface improvements (i.e., some trees will have an effect on concrete flatwork with their extensive root systems). From a geotechnical standpoint leaching is not recommended for establishing landscaping. If the surface soils are processed for the purpose of adding amendments, they should be recompacted to 90 percent minimum relative compaction. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad Fi\e:e:\wp21\8200\8297a.lge GeoSoils, Inc. W.O. 8297-A-SC March 28, 2022 Page 8 Subsurface and Surface Water Subsurface and surface water are generally not significantly anticipated to affect site development, provided that the recommendations contained in this report are properly incorporated into final design and construction and that prudent surface and subsurface drainage practices are incorporated into the construction plans. Perched groundwater conditions along zones of contrasting permeabilities may not be precluded from occurring in the future due to site irrigation, poor drainage conditions, or damaged utilities, and should be anticipated. Should perched groundwater conditions develop, this office could assess the affected area(s) and provide the appropriate recommendations to mitigate the observed groundwater conditions. Groundwater conditions may change with the introduction of irrigation, rainfall, or other factors. Planting Water has been shown to weaken the inherent strength of all earth materials. Over-watering should be avoided as it can adversely affect site improvements, and cause perched groundwater conditions. Plants selected for landscaping should be light weight, deep rooted types that require little water and are capable of surviving the prevailing climate. Using plants other than those recommended above will increase the potential for perched water, staining, mold, etc., to develop. A rodent control program to prevent burrowing should be implemented. These recommendations regarding plant type, irrigation practices, and rodent control should be provided to all interested/affected parties. Drainage Adequate lot surface drainage is a very important factor in reducing the likelihood of adverse performance offoundations and hardscape. Surface drainage should be sufficient to prevent ponding of water anywhere on the property, and especially near structures. Lot surface drainage should be carefully taken into consideration during landscaping. Therefore, care should be taken that future landscaping or construction activities do not create adverse drainage conditions. Positive site drainage within the property should be provided and maintained at all times. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. In general, the area within 5 feet around a structure should slope away from the structure. We recommend that unpaved lawn and landscape areas have a minimum gradient of 1 percent sloping away from structures, and whenever possible, should be above adjacent paved areas. Consideration should be given to avoiding construction of planters adjacent to structures. Site drainage should be directed toward the street or other approved area(s). Areas of seepage may develop due to irrigation or heavy rainfall, and should be anticipated. Minimizing irrigation will lessen this potential. If areas of seepage develop, recommendations for minimizing this effect could be provided upon request. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File:e:\wp21\8200\8297a.lge GeoSoils, Inc:. W.O. 8297-A-SC March 28, 2022 Page 9 Gutters and Downspouts Downspouts should outlet a minimum of 5 feet from structures or be drained into PVC collector pipes or non-erosive devices that will carry the water away from the house. Downspouts and gutters are not a geotechnical requirement provided that positive drainage is incorporated into project design (as discussed previously). Site Improvements Recommendations for exterior concrete flatwork design and construction can be provided upon request. If in the future, any additional improvements (e.g., pools, spas, etc.) are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said improvements are recommended to be provided at that time. This office should be notified in advance of any fill placement, foundation excavation, or trench backfilling after rough grading has been completed. This includes any grading of the site, utility trench, and retaining wall backfills. Temporary Slopes Temporary slopes in formation, for excavations greater than 4 feet, but less than 20 feet in overall height should conform to CAL-OSHA and/or OSHA requirements for Type "B" soils. Temporary slopes, up to a maximum height of about 20 feet, may be excavated at a 1 :1 (h:v) gradient, or flatter, provided groundwater and/or running sands are not exposed. Construction materials or soil stockpiles should not be placed within 'H' of any temporary slope where 'H' equals the height of the temporary slope. All temporary slopes should be obseNed by a licensed engineering geologist and/or geotechnical engineer prior to worker entry into the excavation. Footing Trench Excavation All footing excavations should be obseNed by a representative of this firm subsequent to trenching and prior to concrete form and reinforcement placement. The purpose of the obseNations is to verify that the excavations are made into the recommended bearing material and to the minimum widths and depths recommended for construction. If loose or compressible materials are exposed within the footing excavation, a deeper footing or removal and recompaction of the subgrade materials would be recommended at that time. In general, deepened footings beyond the minimum depths shown on the plans will likely be recommended, and should be anticipated. The Client may want to consider having a representative of GSI onsite at the start of foundation trenching to evaluate the depth to competent bearing soils and provide recommendations for footing embedment to the contractor performing the work. Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent, if not removed from the site. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad Fi le: e: \ wp21 \8200\8297 a. lge GeoSoils, Inc. W.0. 8297-A-SC March 28, 2022 Page 10 • Trenching Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated. All excavations should be observed by one of our representatives and minimally conform to Cal-OSHA and local safety codes. Utility Trench Backfill 1. All interior utility trench backfill should be brought to at least 2 percent above optimum moisture content and then compacted to obtain a minimum relative compaction of 90 percent of the laboratory standard. As an alternative for shallow (12-to 18-inch) under-slab trenches, sand having a sand equivalent value of 30, or greater, may be used and jetted or flooded into place. Observation, probing, and testing should be provided to verify the desired results. 2. Exterior trenches adjacent to, and within, areas extending below a 1 :1 plane projected from the outside bottom edge of the footing, and all trenches beneath hardscape features and in slopes, should be compacted to at least 90 percent of the laboratory standard. Sand backfill, unless excavated from the trench, should not be used in these backfill areas. Compaction testing and observations, along with probing, should be accomplished to verify the desired results. 3. All trench excavations should conform to Cal-OSHA and local safety codes. 4. Utilities crossing grade beams, perimeter beams, or footings should either pass below the footing or grade beam utilizing a hardened collar or foam spacer, or pass through the footing or grade beam in accordance with the recommendations of the structural engineer. SUMMARY OF RECOMMENDATIONS REGARDING GEOTECHNICAL OBSERVATION AND TESTING We recommend that observation and testing be performed by GSI at each of the following construction stages: • During grading/recertification. • During significant excavation (i.e., higher than 4 feet). • During placement of subdrains or other subdrainage devices, prior to placing fill and/or backfill. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File: e: \ wp21 \8200\829 7 a .lg e GeoSoils, Inc:. W. 0. 8297 -A-SC March 28, 2022 Page 11 • After excavation of building footings, retaining wall footings, and free standing walls footings, prior to the placement of reinforcing steel or concrete. • Prior to pouring any slabs or flatwork, after presoaking/presaturation of building pads and other flatwork subgrade, before the placement of concrete, reinforcing steel, capillary break (i.e., sand, pea-gravel, etc.), or vapor retarders (i.e., visqueen, etc.). • During retaining wall subdrain installation, prior to backfill placement. • During placement of backfill for area drain, interior plumbing, utility line trenches, and retaining wall backfill. • During slope construction/repair. • When any unusual soil conditions are encountered during any construction operations, subsequent to the issuance of this report. • When any improvements, such as flatwork, spas, pools, walls, etc., are constructed. • A report of geotechnical observation and testing should be provided at the conclusion of each of the above stages, in order to provide concise and clear documentation of site work, and/or to comply with code requirements. PLAN REVIEW Once finalized construction plans are available, it is recommended that the plans are reviewed by this office for conformance with the intent of the geotechnical report and the standard of practice. OTHER DESIGN PROFESSIONALS/CONSULTANTS The design civil engineer, structural engineer, architect, landscape architect, wall designer, etc., should review the recommendations provided herein, incorporate those recommendations into all their respective plans, and by explicit reference, make this report part of their project plans. This report presents minimum design criteria for the design of slabs, foundations and other elements possibly applicable to the project. These criteria should not be considered as substitutes for actual designs by the structural engineer/designer. The structural engineer/designer should analyze actual soil-structure interaction and consider, as needed, bearing, expansive soil influence, and strength, stiffness and deflections in the various slab, foundation, and other elements in order to develop appropriate, design-specific details. As conditions dictate, it is possible that other influences will also have to be considered. The structural engineer/designer should Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad File:e:\wp21\8200\8297a.lge GeoSoils, Inc. W.O. 8297-A-SC March 28, 2022 Page 12 consider all applicable codes and authoritative sources where needed. If analyses by the structural engineer/designer result in less critical details than are provided herein as minimums, the minimums presented herein should be adopted. It is considered likely that some, more restrictive details will be required. If the structural engineer/designer has any questions or requires further assistance, they should not hesitate to call or otherwise transmit their requests to GS\. In order to mitigate potential distress, the foundation and/or improvement's designer should confirm to GS\ and the governing agency, in writing, that the proposed foundations and/or improvements can tolerate the amount of differential settlement and/or expansion characteristics and design criteria specified herein. LIMITATIONS The materials encountered on the project site and used for our analysis are believed representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during mass grading. Site conditions may vary due to seasonal changes or other factors. Inasmuch as our study is based upon our review, engineering analyses, and laboratory data, the conclusions and recommendations presented herein are professional opinions. These opinions have been derived in accordance with current standards of practice, and no warranty is express or implied. Standards of practice are subject to change with time. This report has been prepared for the purpose of providing soil design parameters derived from testing of a soil sample received at our laboratory, and does not represent an evaluation of the overall stability, suitability, or performance of the property for the proposed development. GS\ assumes no responsibility or liability for work or testing performed by others, or their inaction; or work performed when GSI is not requested to be onsite, to evaluate if our recommendations have been properly implemented. Use of this report constitutes an agreement and consent by the user to all the limitations outlined above, notwithstanding any other agreements that may be in place. In addition, this report may be subject to review by the controlling authorities. Thus, this report brings to completion our scope of services for this portion of the project. Mr. and Mrs. Walker 1360 Forest Drive, Carlsbad Flle:e:\wp21 \8200\8297a.lge GeoSoils, Inc:. W.O. 8297-A-SC March 28, 2022 Page 13 The opportunity to be of service is greatly appreciated. If you have any questions concerning this report, or if we may be of further assistance, please do not hesitate to contact any of the undersigned. ')YI •.{t;tthvl <Y(l\lJM« Matthew J. Smelski Staff Geologist MJS/JPF/SJC/sh Attachment: Appendix -References Distribution: (1) Addressee (via email) Mr. and Mrs. Walker ;IL~J1~- {/ Stephen J. Coover Geotechnical Engineer, GE 2057 1360 Forest Drive, Carlsbad File: e: \ wp21 \8200\829 7 a .lg e GeoSoils, Inc. W.O. 8297-A-SC March 28, 2022 Page 14 APPENDIX REFERENCES American Concrete Institute, 2014a, Building code requirements for structural concrete (AC\ 318-14), and commentary (ACI 318R-14): reported by AC\ Committee 318, dated September. , 2014b, Building code requirements for concrete thin shells (ACI 318.2-14), and commentary (ACI 318.2R-14), dated September. __ , 2004, Guide for concrete floor and slab construction: reported by ACI Committee 302; Designation ACI 302.1 R-04, dated March 23. American Society for Testing and Materials (ASTM), 1998, Standard practice for installation of water vapor retarder used in contact with earth or granular fill under concrete slabs, Designation: E 1643-98 (Reapproved 2005). __ , 1997, Standard specification for plastic water vapor retarders used in contact with soil or granular fill under concrete slabs, Designation: E 1745-97 (Reapproved 2004). American Society of Civil Engineers, 2018a, Supplement 1 to minimum design loads and associated criteria for buildings and other structures (ASCE/SEI 7-16), first printing, dated December 13. __ , 2018b, Errata for minimum design loads and associated criteria for buildings and other structures (ASCE/SEI 7-16), by ASCE, dated July 9. __ , 2017, Minimum design loads and associated criteria and other structures, ASCE Standard ASCE/SEI 7-16, published online June 19. __ , 2010, Minimum design loads for buildings and other structures, ASCE Standard ASCE/SEI 7-10. Blake, Thomas F., 2000, EQFAULT, A computer program for the estimation of peak horizontal acceleration from 3-D fault sources; Windows 95/98 version. Building News, 1995, CAL-OSHA, State of California, Construction Safety Orders, Title 8, Chapter 4, Subchapter 4, amended October 1. California Building Standards Commission, 2019a, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2, based on the 2018 International Building Code, effective January 1, 2020. __ , 2019b, California Building Code, California Code of Regulations, Title 24, Part 2, Volume 1 of 2, Based on the 2018 International Building Code, effective January 1, 2020. GeoSoils, Inc. California Geological Survey, 2018, Earthquake fault zones, a guide for government agencies, property owners/developers, and geoscience practitioners for assessing fault rupture hazards in California, CGS Special Publication 42. California Office of Statewide Health Planning and Development (OSHPD), 2022, Seismic design maps, https://seismicmaps.org/. Cao, T., Bryant, W.A., Rowshandel, B., Branum, D., and Willis, C.J., 2003, The revised 2002 California probalistic seismic hazard maps, dated June, http://www.conversation.ca.gov/CGS/rghm/psha/fault_parameters/PDF/docume nts/2002 _ca_ hazardmaps.pdf Kanare, H.M., 2005, Concrete floors and moisture, Engineering Bulletin 119, Portland Cement Association. PeopleScale Design, 2021, Walker residence remodel/addition, 1360 Forest Avenue, Carlsbad, CA 92008, sheets T-1 through SS-1, dated October 11. Sowers and Sowers, 1979, Unified soil classification system (After U. S. Waterways Experiment Station and ASTM 02487-667) in Introductory soil mechanics, New York. State of California, 2022, Civil Code, Sections 895 et seq. Mr. and Mrs. Walker File:e:\wp21 \B200\8297a.lge GeoSoils, Inc:. Appendix Page 2 (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 n~t i~El-<1. I\Y,:q11[l~f;igCpermit without a completed school fee form. R' !·· !, ,.,. ' .. "',,: ..... , Project# & Name: · 'L 2 2Gil Permit#: CBR2021-3235 Project Address: 1360 FOREST AVE Assessor's Parcel#: 1560521400 ===="---------------- Project Applicant: COOWNERS HEATH AND SHANNON WALKER (Owner Name) Residential Square Feet: New/Additions: 725 '-="------------------- Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 06/20/2022 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that ( 1) the infonnation provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [ZJ Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 0 Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appl. Only) 0 San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appl.only) 0 Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)} THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official:])/\ . b ( ,, l C' :, ::, '--\, '> ("' I \ \ \ ( A 6 ' a 0 T'tl ✓. I ,Cc (:.,,,\.l=-<\v,'1•v"-)Dt l ·,•·,l_ 1._:, 1 e: ::? , 1o ; d , , " ·., \i •,:\:--, +-:::i >f'\----.: \ .._t--= a e: _.,..,~,·-_,___z_'-----'"'-r_..,,"SZ:."-:;;i-"--- 0 , 1 , CARLSDAD UNIFIED SCHOOL DlSTRlCT Name of School District: S22SEL CAMINO R.E.AI. ____________ Phone: 1 )Irr ~ -$31 --\-cc<" CARLSBAD, CA 92009 COMMUNITY DEVELOPMENT -Building Division 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.govIwww.carlsbadca.gov .. \._ City ol Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio ❖ Decks ❖ PME (w/o panel upgrade) ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The proiect plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co Applicant Address: Contact Phone: Application Information WALKER RESIDENCE ADDITION 1360 FOREST AVE, apn-156-052-14-00 MATTHEW BALDWIN OF PEOPLESCALE DESIGN ____,, BP No. CBR2021-.3t;Z_;,S 2604b EL CAMINO REAL, SUITE 250, CARLSBAD, CA 92008 760-473-2799 Contact Email: MBALDWIN@PEOPLESCALEDESIGN.COM Contact information of person completing this checklist (if different than above) Name Company name/address: B-50 Contact Phone: 760-473-2799 Contact Email: Date 2021.10.11 Page 1 of 7 Revised 04/21 • Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown RESIDENTIAL A□□1T10N {617 SF) -s1ssk, □ECK/BALCONY EXTENSION (108 SF) s20K Construction Type Complete Section(s) Notes: [!] Residential A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use lJ New construction 2A', 3A', 1B, 2B, 'Includes detached, newly constructed ADU 4A', 3B, 4A !!!! Additions and alterations: □ BPV < $60,000 N/A N/A All residential additions and alterations l!I! BPV :e $60,000 1A,4A 4A 1-2 family dwellings and townhouses with attached garages □ Electrical service panel upgrade only only. 'Multi-family dwellings only where interior finishes are removed □ BPV :e $200,000 1A, 4A' 18,4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed D Nonresidential □ New construction I 18, 2B, 3B, 4B and 5 I □ Alterations: □ BPV :e $200,000 or additions :e 1,000 1B. 5 square feet □ BPV :e $1,000,000 1B,2B.5 Building alterations of :e 75% existing gross floor area □ :e 2,000 sq. ft new roof addition 2B,5 1B also applies if BPV :e $200,000 CM! .lnance Compliance Checklist Item Check the appropnate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21. 155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. ~ Residentialadditionoralteration~$60,000buildingpemnitvaluation. □ N/A __________ _ Details of selection chosen below must be placed on the plans referencing CMC 18.30.190. Year Built I!! Before 1978 iJ 1978 and later ~ Between 1978and 1991 ' -, 1992 and later I pdatt:d 4i 16/2021 Single-family Requirements Select one option □ Exception: Home energy score~ 7 (attach certification) Multi-family Requirements □ Ductsealing !!! Attic insulation □ Cool roof □ Attic insulation Select one option □ Lighting package □ Water heating Package Select one option □ Ductsealing Select one option □ Lighting package □ Attic insulation □ Cool roof □ Water heating package 3 B. D Nonresidential' new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000squarefeet.SeeCMC 18.21.155and CALGreen Appendix AS □ NIA AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5) □ .3 Warehousedockseal doors LJ .4 Daylight design PAFs □ .5 Exhaust arr heat recovery □ NIA __ .___'_,_----=-_ _','...._,========- AS.203.1.2.1 Choose one:□ .95 Energy budget (ProIects with indoor lighting OR mechanical) □ .90 Energybudget (ProIectswith 1ndoorlightingANDmechanical) □ N/A ---------------------___ _'___"="--.__'_::_.._,==========- AS.211.1 □ On-site renewable energy □ N/A -------------=---'-'-~======~= AS.211.3" □Green power (If offered by local utility provider. 50% minimum renewable sources) D N/A AS.212.1 □ Elevators and escalators (Project with more than oneelevatorortwoescalators) □ N/A AS.213.1 □ Steel framing (Provide details on plans for options 1-4 chosen) D N/A · Includes hotels/motels and high-rise residential buildings Foralterations~ $1,000,000 BPV and affecting> 75% existing grossfloorarea, OR alterations that add 2, 000squarefeetof new roof addition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 38 below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected. F s loor Plan ID (use additional CFA #d.u. Calculated kWdc' heels if necessary) ------ Total System Size kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) 'Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size. please explain kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. 'Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA □ If< 1 O,OOOs.f. Enter: 5 kWdc Min. System Size □ If~ 10,000sJ calculate: 15 kWdc x (GFA/10,000) .. kWdc "Round building size factor to nearest tenth, and round system size to nearest whole number. I pdatcd 4/16/202 I 4 □Time-Dependent Valuation Method AnnualTDVEnergyuse:"•-----~x 80= Min. system size: ______ ,kWdc "'Attach calculation documentation using modeling software approved by the California Energy Commission, 3. Water Heating A. D Residential and hotel/motel new construction. Refer to CMG 18.30.170 when completing this section. Provide complete details on the plans. □ For systems serving individual dwelling units choose one system: □ Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: □ For systems serving multiple dwelling units, install a central water-heating system with ALL of the/allowing: □ Gas or propane water heating system □ Recirculation system per CMC 18 30.150(8) (high-rise residential, hotel/motel) or CMC 18.30 170(8) (low- rise residential) □ Solar water heating system that is either □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recovery □ Exception: 8. D Nonresidential new construction. Refer to CMG 18.30.150 when completing this section. Provide complete details on the plans. □ Water heating system derives at least 40% of its energy from one of the following (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered energy □ Water heating system is (choose one) □ Heat pump water heater □ Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. I pd;1lcd 4/ I 6/2 I 5 4. Electric Vehicle Charging A Ii] Residential New construction and major alterations' Please refer to CMC 18.21.140 when co_mpleting this section. !I! One and two-family residential dwelling or townhouse with attached garage: !I! One EVSE Ready parking space required _ __:□:_:E:::x .. c-_-ec:p.-:ti--_o'."n.-:: ===============-- □ Multi-family residential· □ Exception Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable'" Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed (rounded upto nearestwholenumber) EVSE Installed= Tolal EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" 'Major alterations are: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. 'ADU exceptions for EV Ready space (no EV ready space required when) (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) □ Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Proposed EVSE (1_0% ofto!al) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation· Refer to the table below Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces □ 0-9 1 1 ----·· □ 10-25 2 1 ------- □ 26-50 4 2 □ 51-75 6 3 □ 76-100 9 5 □ 101-150 12 6 □ 151-200 17 9 □ 201 and over 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces= 10xTotalparkmg spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable" I pdMc<l 4/16/2021 6 ------·---- 5. □Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential pro1ects that meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmitted plans to determinewhetheror noryourpermit requires a TDM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details Acknowledgment Employee ADT Estimation for Various Commercial Uses Restaurant 11 Retail, 8 Industrial 4 Manufacturing 4 Warehousing 4 , Unless otherwise noted, rates estimated from /TE Trip Generation Manual. 10"Edition 11 4.5 3.5 3 , For all office uses. use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT , Retail uses rnclude shopping center, variety store, supermarket. gyms. pharmacy. etc. Other commercial uses may be subject to special consideration Samole calculations: Office: 20,450 sf 1 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknov.1edge that the plans submitted may be sub1ect to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TOM plan is a condition of permit issuance -~r //~ ~ -,-_. ) ApplicantSignature___ ~~ / -·, /.-' ______ Date: 2021·10·11 / Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed) __________________ _ Phone Number _____ _ Email Address: ___________________ _ I pd,1ti.::J 4/ I 612021 7 I I ' II < it\'<d ,'i'r)sl)c:l(i DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I'm applying for: □ Grading Permit Project Name: WALKER RESIDENCE ADDITION Address: 13so FOREST AVE 9200s Iii Building Permit □ Right-of-way permit □ Other Project ID: _____ DWG #/CB# ______ _ APN 156-052-14-oo Disturbed Area: _o_.0_1• ____ Ac Section 1: Determination of Project's SWPPP Tier Level SWPPP (Check aonlicable criteria and circle the corresponding SWPPP Tier Level, then !ID to section 2) Tier Level Exem~t -No Threat Project Assessment Criteria My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1, section 3.2.2 of Storm Water Standards, the followi~g permits are exempt from 9\NPPPrequ1remen_ts ' Exempt , Electrical r Patio , Mobile Home :, Plumbing r Spa (Factory-Made) : ' , Fire Sprinkler •r Mechanical : , Re-Roofing r . Sign • r Roof-Mounted Solar Array ! Tier 3-Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section I. B)" .J My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, cJ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface or, cJ My Project is associated with construction activity related to residential, commercial, or industrial Tier 3 development on lands currently used for agriculture; or .J My project is associated w·1th construction activity associated with Linear Underground/overhead Proiects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation, pavement repair or replacement, stockpile/borrow locations . .J Other per CGP Tier 2-Moderate Threat Assessment Criteria My proiect does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: .J Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, .J Project will result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: Tier 2 • located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or II ~ , ooos,,cU,o will oe ioiiiareao o<i og <ae rnio i seasoo , cwi II e>ieod iffioihe ,a iopeawo ( Od i throuah Apr 30). · Tier 1-Low Threat Assessment Criteria iii My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt I .,~ii fype '" abo,e a,d ihe oro,e,; m~• ooe "mo,e oi <he ioll=iog e<iffi<ia Tier 1 • results in some soil disturbance; and/or I . • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, f _ material stockpiling, vehicle fueling, waste stockpilinq) • !terns listed are excerpt from CGP CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof E-32 Page 1 of 2 Rev. 2/16/16 SWPPP Section 2: Determination of Project's Construction Threat Level Tier (Check applicable criteria under the Tier Level as determined in section 1, circle Construction Level the corresponding Construction Threat Level, then complete the Threat Level sianature block below) Exempt -Not Applicable -Exempt Tier 3 High Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Project site is 50 acres or more and grading will occur during the rainy season □ Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA High □ Soil at site is moderately to highly erosive (defined as having a predominance of soils Tier 3 with USDA-NRCS Erosion factors kf greater than or equal to 0.4) □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. i 1 -April 30) I □ Owner/contractor received a Storm Water Notice of Violation within past two years Tier 3 -Medium Construction Threat Assessment Criteria Medium liiil All projects not meeting Tier 3 High Construction Threat Assessment Criteria Tier 2 -High Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Project is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA □ Soil at site is moderately to highly erosive (defined as having a predominance of soils High with USDA-NRCS Erosion factors k, greater than or equal to 0.4) Tier 2 □ Site slope is 5 to 1 or steeper □ Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1-Apr. 30). □ Owner/contractor received a Storm Water Notice of Violation within past two years □ Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -Medium Construction Threat Assessment Criteria Medium liiil My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -Medium Construction Threat Assessment Criteria: My Project meets one or more of the following: □ Owner/contractor received a Storm Water Notice of Violation within past two years Medium liiil Site results in 500 sq. ft. or more of soil disturbance Tier 1 liiil Construction will be initiated during the rainy season or will extend into the rainy season (Oct1-April 30) Tier 1 -Low Construction Threat Assessment Criteria Low I D My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I c;ertify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above orepared in accordance with the City SWPPP Manual I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Carlsbad Municipal Code and to City Standards at all times during construction activities for the permit type(s) checked above. Tlie City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level is warranted Owner/Owner's Authorized Agent Name Tille City Concurrence: Yes No MATTHEW BALDWIN PROJECT MANAGER (For City Use Only) Owner/Owner's Authorized Agent Signature Date· ---:, 2021.10.05 -1,/ --.... ,, . ..• ) __ / ~ .. 1?-7 By: Date- Project ID: E-32 Page 2 of 2 Rev. 2/16/16 STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WA TIER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. MATTHEW BALDWIN OWNER(,\ /nWNFR'<; Ar.FNT NAUF (PRINT) ~ OWNER( E-29 '-.J) 2021.10.05 DA TIE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE CB 2021-3235 SW -- Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C -C C 0 -0 0 :;:; C C "O :;:; :;:; o> 0 " "O " "O "' C u u C £ o> E C E C -0 -C, C, 0 ·c: .9-0 0 0 E ~ L :;:; "O ~ " "" "O "' o> ~ " --C, >-o> C QJ L C " c "'"' "' 0 .s '-O" L 0 C "' "-" ·c: -C <n C > L L w " C 0 Best Management Practice* ~ .s Oc, 0 <D "-L 0 " 0 L "' " > :;:; "'3' "' >-'= " C " -" 0 -.c C E 0 UL u "' ,g "O ,:; "' "" C QJ C (BMP) Description ➔ "' u "(/) ·o " "' "' " "' <D ·5 C "' C "O "' C 0 ::::> ~ -" ~ "3 ~ (I) u -0 0 0 3' C L 0 -,:,W "O >-0"' CC 0 " [g E :;:; L C 0 <D (/1 ·-"' 0,-.,-...._ ~ 0 u " 0 0 "' " X "" 0 o> 0 C " a:: _E 0 -N <n u en:;:; " QJ C :§ ~ 0 "-L-3: " 0 " .a E~ = Cl) = 3: :0 ·c: o.. e o> " " LL. E -" ,:; " C, I...:;:; C 0 u ·c LO -" -"O .C C u L > "O ·-" ·--,:, " u 0 Q) L " u --"O 0 -·-"-'o " " C, L-_a L .a 0 •-L ·-0 0 0 L 0 0 -" 0 LU C 0 0 0 o> .8 0 -o ?; g -.c " -o -0 =C ·-C " ,g 0 L " .c .a L -0 0 -L ti C 0 L 0 " -o_ 0 ti "-0 oO "' WO (I) (I) (/) u G:: "' (/) > (/1 (/) 0.. (/) a:: 3: 0.. 0..0 0.. >U "" (/) "" (/) u (/) "" CASQA Designation ➔ r--a) "' -"' st-"' <D r--a) 0 N "' r--a) N "' st-"' I I I I ' I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ ~ (/) (/) (/) (/) ~ ~ ~ ~ ~ Construction Activity w w w w (/) (/) (/1 (/) (/) (/1 (/) (/1 z z z z ✓ Gradinn /Soil Disturbance ✓ ✓ Trench inn /Excavation ✓ Stockoilino ✓ Drill inn /Barino ✓ Concrete/ Asohal\ Sawcu\\ina ✓ ✓ ✓ Concrete Flatwork l ✓I ✓ Pavina Conduit/Pipe Installation ✓ Stucco/Mortar Work 1 ✓[ ✓ ./ ✓ Waste Disposal ✓ ✓ S\aainn /Lav Down Area l ✓l ✓ EauiPmen\ Maintenance and Fuelina -- Hazardous Substance Use/S\oroae Dewaterino Site Access Across Dir\ Other /list\: Instructions: 1. Check \he box to \he left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the \op of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check \he box where the chosen activity row intersects with the BMP column. 3. Refer to \he CASQA construction handbook for information and details of \he chosen BMPs and how to apply \hem to \he project. SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. -BMP's are subject to field inspection- PROJECT INFORMATION Site Address: 1360 FOREST AVE Assessor's Parcel Number· 156-052-14-00 Emergency Contact: Name: HEATH WALKER 24 Hour Phone: 760-845-3306 Construction Threat to Storm Water Quality (Check Box) □ MEDIUM [Z] LOW " -"' 0 3:-C "' " " E 0 " "O o> 60 NC 0 0 :,: "" <D I ~ I./ :I._ " -"' o-3: C " " E -" ~ o> U 0 CC 0 0 u "" a) I "" 3: I./ ✓ ✓ Page 1 of 1 REV 02/16