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Home My WebLink About2859 CACATUA ST; ; CBR2019-3204; PermitBuilding Permit Finaled Print Date: 12/05/2022 Job Address: Permit Type: Parcel #: Va luation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2859 CACATUA ST, BLDG-Residential 2153701700 $217,294.96 Residential Permit CARLSBAD, CA 92009-4402 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Addition (city of Carlsbad Permit No: CBR2019-3204 Status: Closed -Finaled Applied: 11/13/2019 Issued: 04/08/2020 Finaled Close Out: 12/05/2022 Final Inspection: 12/01/2022 INSPECTOR: Burnette, Paul Kersch, Tim Renfro, Chris Description: MATHIS: 1,119 SF ADDITION (LIVING AREA & MBR + ADDING 2 BEDROOMS UPSTAIRS)// 400 SF REMODEL// 254 SF DECKS 190 SF PATIO// 43 ADDITION TO GARAGE Property Owner: CO-OWNERS MATHIS MICAH SAND TRACY T 2859 CACATUA ST FEE BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) CARLSBAD, CA 92009 ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-RESIDENTIAL SWPPP INSPECTION FEE TIER 1 -Medium BLDG SWPPP PLAN REVIEW FEE TIER 1 -MEDIUM Total Fees: $2,629.58 Total Payments To Date: $2,629.58 Balance Due: AMOUNT $1,044.90 $731.43 $66.00 $175.00 $92.00 $182.00 $9.00 $28.25 $246.00 $55.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection w ith 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 C Cityof Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check c&;?cl 9-3r2d+ Est. Value JP.? I 3 / ;;fl4. (((o PC Deposit --------- Date _.._J/L---..,._) _,,.3_-.1 ...... q __ Job Address --Z. ~ 5q Ct:1.c,o.+(,A.P., S + · CT/Project#: /,11. l,s+"-111,~s #:3 Suite: APN: t. I 5 -3-, O ~ \-, -00 ---- Lot#: S-tJ 2 Fire Sprinklers: yes / no Air Conditioning: yes / no Electrical Panel Upgrade§ no BRIEF DESCRIPTION OF WORK: l<;+ck~ ~o~ ~ ~c.JM ,\Aftlf,,AS _a1 Addition/New: _ \1l \ C\ __ Living SF, 2. S _ 'Tt_ Deck SF, / q O Patio SF, L-f 3 Garage SF Is this to create an Accessory Dwelling Unit? Yes,@ New Fireplace? Yes(5if yes how many? __ ~ Remodel: ';\'O O SF of affected area Is the area a conversion or change of use ? Yes@) D Pool/Spa: ~, A SF Additional Gas or Electrical Features? _ __.N~/....;.A_'----------r I □ Solar:~ KW, Modules, Mounted: Roof/ Ground , TIit: Yes I@, RMA: Yes f@eattery: Yes/$ Panel Upgrad~ No □ Reroof: _______________________________ _ D Plumbing/Mechanical/Electrical Only: ______________________ _ D Other: ------------------------------------- APPLICANMRI MARY CONTACT) Name: i CC\th M O..;~\./\i S Address: a1s::1 C~,c,£$LA s+. City: C(;\,r\Aoo..A. State: 60 Zip: qu,-c:,q Phone: (7t:.o) 909 -SJ...S'O Email: 01"' +htS• t.,Ons-trv-diaf'1e h.t:>fMc .. ( I DESIGN PROFESSIONAL Name: ________________ _ Address: _______________ _ City: _______ State: ___ Zip: ___ _ Phone: ________________ _ Email: ________________ _ Architect State License: __________ _ PROPERTY OWNER Name: Mi' '-c::..h M A::tL,,·5 Address: '2..1?.S-C\ Ce-.<-"--.+':Y\ $+. City: C..,c,.,.-t.&b~ State: C"-Zip: q""J,.v~-''l Phone: 7b0 -"?Oet -;t;;).. s-o Email: Nl h .. +'-i,·s. Goo~+("(..A,k±•~l..stl:o/'-.,_~\ CONTRACTOR BUSINESS Name: __________________ _ Address: _________________ _ City: _______ State:. ___ Zip: _____ _ Phone: __________________ _ Email: __________________ _ State Ucense: ______ Bus. License: _____ _ (Sec. 7031.S Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to Its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License Law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 76Q-602-8558 Email: Building@carlsbadca.gov B-1 Page 1 of2 Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: □ 1 have and will maintain a certificate of consent to self-insure for workers' compensat ion provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. O I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ______________________ _ Policy No. _______________ Exp_iration Date: __________ _ □ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. □AGENT DATE: CONTRACTOR SIGNATURE: ----------------------------------- ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: □ 1, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have t he burden of proving that he did not build or improve for the purpose of sale). ~ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 I am exempt under Section ________ Business and Professions Code for this reason: l. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: ~ /v{-{c'c:) □AGENT DATE: !//;1//7 • ~ 1 CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: _____________________ _ Lender's Address: _____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to su bmit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes O No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes O No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: 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. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over S'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 18°?:?tion 106.4.4 Uniform Building Code). APPLICANT SIGNATURE: ~ d DATE: ///r?/)-z 1 7 7 1635 Fa raday Ave Ca rlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 PERMIT INSPECTION HISTORY for (CBR2019-3204} Permit Type: BLDG-Residential Work Class: Addition Status: Closed -Finaled Application Date: 11/13/2019 Owner: CO-OWNERS MATHIS MICAH SAND TRACYT Issue Date: 04/08/2020 Subdivision: LA COSTA MEADOWS #3 Expiration Date: 09/13/2022 IVR Number: 23054 Address: 2859 CACATUA ST CARLSBAD, CA 92009-4402 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Monday, December 5, 2022 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS Status Passed Yes Yes Yes Yes Yes Page 4 of 4 PERMIT INSPECTION HISTORY for (CBR2019-3204) Permit Type: BLDG-Residential Application Date: 11/13/2019 Owner: CO-OWNERS MATHIS MICAH SAND TRACYT Work Class: Addition Issue Date: 04/08/2020 Subdivision: LA COSTA MEADOWS #3 Status: Closed -Finaled Expiration Date: 09/13/2022 Address: 2859 CACATUA ST IVR Number: 23054 CARLSBAD, CA 92009-4402 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status BLDG-Electric Meter 152769-2021 Passed Chris Renfro Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency FaceTime inspection completed on Yes 3/16/2021 03/31/2021 03/31/2021 BLDG-23 153938-2021 Passed Chris Renfro Complete Gas/Test/Repairs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Gas Meter 153937-2021 Passed Chris Renfro Complete Release Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 09/02/2021 09/02/2021 BLDG-84 Rough 165742-2021 Passed Chris Renfro Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers BLDG-Final Inspection 165743-2021 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass. Minor pick up items and finish No work. BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes 03/1 7/2022 03/17/2022 BLDG-43 Air 178524-2022 Passed Chris Renfro Complete Cond./Furnace Set Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes .. 12/01/2022 12/01/2022 BLDG-Final Inspection 197721-2022 Passed Chris Renfro Complete Monday, December 5, 2022 Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2019-3204) Permit Type: BLDG-Residential Application Date: 11/13/2019 Owner: CO-OWNERS MATHIS MICAH SAND TRACYT Work Class: Addition Issue Date: 04/08/2020 Subdivision: LA COSTA MEADOWS #3 Status: Closed -Finaled Expiration Date: 09/13/2022 IVR Number: 23054 Address: 2859 CACATUA ST CARLSBAD, CA 92009-4402 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection 01/21/2021 02/09/2021 03/10/2021 03/16/2021 01/21/2021 BLDG-18 Exterior Lath/Drywall 148754-2021 Cancelled Chris Renfro 02/09/2021 03/10/2021 03/16/2021 Checklist Item COMMENTS BLDG-Building Deficiency Not ready BLDG-15 Roof/ReRoof 150098-2021 Cancelled Chris Renfro (Patio) Checklist Item COMMENTS BLDG-Building Deficiency Wrong code BLDG-84 Rough 150097-2021 Passed Chris Renfro Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44- Rough-Ducts-Dampers BLDG-17 Interior 152450-2021 Partial Pass Paul Burnette Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency BLDG-17 Interior 152846-2021 Passed Chris Renfro Lath/Drywall Checklist Item COMMENTS BLDG-Building Deficiency Face Time inspection completed on 3/16/2021 BLDG-18 Exterior Lath/Drywall 152845-2021 Passed Chris Renfro Checklist Item BLDG-Building Deficiency COMMENTS FaceTime inspection completed on 3/16/2021 BLDG-33 Service Change/Upgrade 152848-2021 Passed Chris Renfro Checklist Item BLDG-Building Deficiency COMMENTS FaceTime inspection completed on 3/16/2021 Monday, December 5, 2022 Reinspection Incomplete Passed No Re inspection Incomplete Passed No Complete Passed Yes Yes Yes Yes Yes Reinspection Incomplete Passed Yes Complete Passed Yes Complete Passed Yes Complete Passed Yes Page 2 of 4 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2019-3204) Permit Type: BLDG-Residential Application Date: 11/13/2019 Owner: CO-OWNERS MATHIS MICAH SAND TRACYT Work Class: Addition Issue Date: 04/08/2020 Subdivision: LA COSTA MEADOWS #3 Status: Closed -Finaled Expiration Date: 09/13/2022 Address: 2859 CACATUA ST IVR Number: 23054 CARLSBAD, CA 92009-4402 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 06/02/2020 06/02/2020 BLDG-21 129039-2020 Passed Chris Renfro Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/09/2020 06/09/2020 BLDG-11 129652-2020 Partial Pass Chris Renfro Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass on foundation for back Yes addition, UFER verified, ok to pour. Special inspection report collected for epoxy dowels into existing foundation. 07/29/2020 07/29/2020 BLDG-11 134154-2020 Passed Chris Renfro Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/07/2020 10/07/2020 BLDG-15 Roof/ReRoof 140375-2020 Passed Chris Renfro Complete (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 11/24/2020 11/24/2020 BLDG-13 Shear 144607-2020 Failed Tim Kersch Reinspection Incomplete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 144606-2020 Failed Tim Kersch Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Not on job site in scheduled window. No 12/15/2020 12/15/2020 BLDG-13 Shear 146274-2020 Passed Chris Renfro Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Monday, December 5, 2022 Page 1 of 4 IL.A COSTA ENGINEE.R11NG 2228 FARADAY AVENUE CARLSBAD, CALIFORNIA 92008 TH 760-911-0290 FAX 431·>251 martv_mont;omeryOyahoo.com CIVIL• STRUCTURAL MECHANICAL• PETRO lEUM STRUCTURAL CALCULATIONS PROJECT: ENGINEER: DATE: MA THIS RESIDENCE 2859 CACATUA ST. CARLSBAD, CA 92009 MARTELL B. MONTGOMERY R.C.E. 50344 EXP. 6-30-19 SEPTEMBER 26, 2019 DESIGN LOADS: 2015 IBC, 2016 CBC Roof: Floor: Deck: 4.0 psf Comp. Roof 1.0 psf Insulation/Misc. 1.5 psf Plywood 3.0 psf Trusses@24"o.c. 2.5 psf Drywall 12 psf DL 20 psf LL 32 psfTL Seismic Properties: Seismic Design Category: D Occu pancy II I= 1 R= 6.5 Ss: 1.029 S1: 0.399 Site Class: D F.: 1.088 Fv: 1.601 S0s: 0.747 S01: 0.426 2.6 psf Flooring 2.3 psf Plywood 2.6 psf 2x10 Joists 2.5 psf Drywall 10 psf DL 40 psf LL 50 psf TL Wind Properties: En velope Procedure: 28.1 Exposure B I =l.0 3-s Gust Wind Speed: 110 mph Pmin= 8 psf Roof 16 psf Floor 10 psf DL 60 psf LL 70 psfTL Exterior Wall: 15 psf DL Interior Wall: 8 psf DL 00 ON r----o r-N o-r----co CV)~ LON r- N "'d" 0 N M I 0) ~ 0 N o:= en 0 >-,_ -0 2015 NDS MATERIAL SIZE -STRUCTURAL PROPERTIES DOUGLAS FIR-LARCH (OF, DF-L) BEAMS & POSTS & LIGHT FRMING RAFTERS, STRINGERS-#1 TIMBERS-#1 JOISTS-#1/#2 STUDS-#2 E= 1.6E+06 psi E= 1.6E+06 psi E= 1.6E+06 1.6E+06 psi E= 1.4E+06 psi f = V 170 psi f= V 170 psi f= V 180 180 psi f = V 180 psi f= C 925 psi f= C 1000 psi f= C 1500 1350 psi f= C 850 psi f'Y'= 625 psi f'Y'= 625 psi f'Y'= 625 625 psi f'Y'= 625 psi f1= 675 psi f1= 825 psi f1= 675 575 psi f1= 450 psi fb= 1350 psi fb= 1200 psi fb= 1000 900 psi fb= 700 psi 2XMEMBERS 4XMEMBERS 6XMEMBERS 2x4 4x4 6x4 A= 5.3 in2 A= 12.3 in2 A= 19.3 in2 S = 3.1 in3 S= 7.1 in3 S= 11.2 in3 I= 5.4 in4 I= 12.5 in4 I= 19.7 in4 2x6 4x6 6x6 A= 8.3 in2 A= 19.3 in2 A= 30.3 in2 S = 7.6 in3 S= 17.6 in3 S= 27.7 in3 I= 20.8 in4 I= 48.5 in4 I = 76.3 in4 2x8 4x8 6x8 A= 10.9 in2 A= 25.4 in2 A= 39.9 in2 S= 13.1 in3 S= 30.7 in3 S = 48.2 in3 I= 47.6 in4 I= 111 .1 in4 I= 174.7 in4 2x10 in2 4x10 6x10 A= 13.9 in3 A= 32.4 in2 A= 50.9 in2 S= 21 .4 in4 S = 49.9 in3 S = 78.4 in3 I= 98.9 I= 230.8 in4 I= 362.7 in4 2x12 in2 4x12 6x12 A= 16.9 in3 A= 39.4 in2 A= 61.9 in2 S= 31.6 in4 S= 73.8 in3 S = 116 in3 I = 178 I= 415.3 in4 I= 652.6 in4 2x14 4x14 6x14 A= 19.9 in2 A = 46.4 in2 A= 72.9 in2 S = 43.9 in3 S= 102.4 in3 S= 160.9 in3 I = 290.8 in4 I= 678.5 in4 I= 1066.2 in4 4x16 6x16 A= 53.4 in2 A= 83.9 in2 S= 135.7 in3 S = 213.2 in3 I = 1034 in4 I= 1625.5 in4 DESIGN PROPERTIES Allowable Design Properties<n (100% Load Duration) Grade Width 1.3E 3W' 13/4" 1.55E 3½" 2.0E 3Vi" 2.DE 5¼'' 7" 5½" Design Property_ 43/s''· 5½" Plank 71/4" 85/a" Moment (ft-lbs) 1,735 2,685 ' Shear (lbs) ~ 4,340 5,455 1--M-om_e_n_t o"""l.,..ln-e-rt.,..ia"""(i_n..,,_4),--1 24 49 Wei ht ( If) 4.5 5.6 Moment (ft-lbs) Shear (lbs) Moment of Inertia (in.4) Wei ht ( If) Moment (ft-lbs) Shear (lbs) Moment of Inertia (in.4) Wei ht ( If) Wei Moment (ft-lbs) Shear (lbs) Moment of Inertia (in.4) Wei ht ( If) Moment (ft-lbs) Shear (lbs) Moment of Inertia (in.4) Wei ht ( Ill Moment (ft-lbs) Shear (lbs) Moment of Inertia (in.4) Wei ht ( If) Orientation 1,780 _1,925 20 5.6 I liiHIDii.Jili . 4,550 6,335 .0.!~ 8,555 Ill 187 7.4 , 8.8 De th 91/4" 9½" · 11¼" 111/a" 14" ·16" 18" 7,240 ' 10,520 ' 9,175 11,155 231 415 i 9.4 11.5 i t I I ~.950 5,210 _7,195 ' ~~ ' ~.920 ' 1~9..Q ' 3,~~5 3~~ 4,070 4,295 1,Q~~ _5.,Z81_ 115 125 208 244 400 597 5.1 5.2 6.2 6.5 u 8.8 9,905 10,420 I 14}90 15,955. 21,840 28,180 6,690 6,870 8,140 8,590 10,125 11,575 231 250 415 I 488 800 I -1,195 10.) 10.4 I 12.3 1 13 I 15.3 17.5 I 5,600 I 5,885 1 8,070 I 8,925 3,075 3,160 3,740 ~Q_ 115 125 208 244 4.7 4.8 SJ 6.1 1 12,415 I 13,055 I 17,970 19,900 I 27,160 1 34,955 1 43,665 I 6,260 6,430 . 7,615 -' 8,Q35 9,475 10,825 _ 12,180 . 231 250 415 488 800 1,195 1,701 10.l 10.4 12.3 13.0 15.3 17.5 19.7 LB,!iJ5 19,585 26,955 29,855 ~.740 52,430 65,495 9,390 g]~ 1i]_i_Q 12_,!)~5 L~210 16,24.Q ~.270 346 375 623 733 _!,_?OJ 1,792 ~52 15.2 15.6 18.5 19.5 23.0 26.3 29.5 24,830 26,115 35,940 ]9,805 54,325_ 69,905 87,325 12,520 12,855 15,225 16,070 18,945 21,655 24,360 462 500 rn· m-1,601 · 2,389 3.402 20.2 20.8 24.6 , 26.0 30.6 35.0 39.4 , (!) For product in beam orientation, unless otherwise noted. PRODUCT STORAGE Some sizes may not be available in your region. Protect product from sun and water CAUTION: Wrap is slippery when wet or icy Align stickers (2x3 or larger) directly over support blocks Use support blocks (6x6 or larger) at 1 O' on-center to keep bundles out of mud and water Trus Joist" Beam, Header~ Column Specifier's Guide TJ-9000 I October 2016 4 20" STRUCTURAL CALCULATIONS VERTICAL :zNDROOF NOTE: No changes to existing conventional framed roof above Mbath, Bdrm 2, Bath 2. All rafters, ceiling joists, ridges remain in place. (N) ROOF TRUSSES DESIGNED AND CONSTRUCTED BY OTHERS ROOF BEAMS: CHECK EXIST. RB-1 {BDRM 2): L= 10 ft W2 W1= W2= WAvG= L1= L2= RR=[(w1 )(L1 )2 + (w2)(L2)(L1 +L2/2)]/(L1 +L2)= RL =(w1 )(L1) + (w2)(L2) -RR= V max= 2868 lb Mmax= 6775 ft-lb TRY ... 4 X 12 E= 1.6E+06 psi I= 415 in4 6 rL= 0.18 in 1 /(6rL/L)= 653 >360? £;LL =LL(6 TL)/TL= 0.11 in 1 /(6 LL/L)= 1045 >480? 6 oL =6rL -£;LL= 0.07 in 416 lb/ft 584 lb/ft 542 lb/ft 2.5 ft 7.5 ft YES YES I USE lb/ft2 WoL= WLL = lb/ft: wrL= lb/ft 2868 lb 2553 lb AR=1 .5(V}/fv= 23.9 in2 SR=M/(fb *Co *CFi= 65.7 in3 Co= 1.25 CF= 1.1 4x 12 < 39.4 < 73.8 4 OK OK CHECK EXIST. RB-2 (HALL/BATH 2): L= ra ft w= 416 lb/ft TRY ... 4 X 12 I= 415.3 in4 6rl =5wl 4/(384EI)= 0.092 in 1/(6rl/L)= 1169 >240? RB-3 (ENTRY): L=~ft w= 600 lb/ft TRY ... 4 X 12 I= 415.3 in4 6rl =5wl 4/(384EI )= 0.064 in 1 /(6rl/L)= 1400 >240? 2 ND STORY HEADERS: HEADERS (MBDRM): L= c=:i] ft w= ~ lb/ft TRY ... 4x4 I= 12.5 in4 6rl =5wl 4/(384EI)= 0.055 in 1 /(6rl/L)= 658 >240? V=wU2= M=wL2/8= YES V=wl/2= M=wl2/8= YES V=wl/2= M=wl 2/8= YES 1872 lb 4212 ft-lb till =LL(6 rL)/TL= 1/(6ll/L)= 6ol =6rl -6ll = 2250 lb 4219 ft-lb 6ll =LL(6rdlTL= 1/(6 ll/L)= 6 ol =6rl -6ll = 900 lb 675 ft-lb 6l l =LL(6 rL)ITL= 1 /(6l l/L)= 6ol =6TL -6ll = AR=1 .5(V)/fv= 15.60 in2 SR=M/(fb *Co *CF>= Co= 1.25 CF= 1.1 0.058 in 1870 >360? 0.035 in AR=1 .5(V)/fv= SR=M/(fb *Co *CF)= Co= 1.25 CF= 1 .1 0.040 in 2240 >360? 0.024 in AR=1.5(V)lfv= SR=M/(fb*Co *CF>= Co= 1.25 CF= 1.5 0.034 in 1053 >360? 0.021 in 40.8 in3 YES USE 4 X 12 1 18.75 in2 40.9 in3 YES USE 4x 12 I 7.50 in2 4.8 in3 YES I USE 4x4 HEADER (MBDRM): L=@ ft V=wl/2= 2100 lb AR=1 .5(V)/fv= 17.50 in2 w= 600 lb/ft M=wl2/8= 3675 ft-lb SR=M/(fb *Co *CFl= 32.7 in3 Co= 1.25 CF= 1.2 TRY ... 4 X 10 I= 230.8 . 4 In bill =LL(L'.::.rL)/TL= 0.055 in 6 rl =5wl 4/(384EI)= 0.088 in 1 /(t:.ll/L)= 1531 >360? YES 1 /(6 rl /L)= 957 >240? YES 6ol =6rl -6ll = 0.033 in USE 4 x 10 I HEADER (MBDRM): L=~ft V=wl/2= 306 lb AR=1 .5(V)/fv= 2.55 in2 w= 102 lb/ft M=wl2/8= 459 ft-lb SR=M/(fb *Co *CFl= 3.8 in3 Co= 1.25 CF= 1.3 TRY ... 4x6 I= 48.5 in4 6ll =LL(L'.::.rd/TL= 0.024 in L'.::.rL =5wl 4/(384EI)= 0.038 in 1 /( 6 LL/L )= 3006 >360? YES 1 /(6rl/L)= 1878 >240? YES 6 oL =6rl -6lL = 0 .014 in I USE 4x6 HEADER (MBA TH): L=~ft V=wl/2= 139 lb AR=1 .5(V)/fv= 1.16 in2 w= 139 lb/ft M=wl2/8= 70 ft-lb SR=M/(f b *Co *CF)= 0.5 in3 Co= 1.25 CF= 1.5 TRY ... 4x4 I= 12.5 . 4 In 6LL =LL(6TL)/TL= 0.002 in L'.::.rL =5wl 4/(384EI)= 0.003 in 1 /(t:.LL/L)= 15348 >360? YES 1/(L'.::.rL/L)= 9592 >240? YES 6 oL =t:.rL -6Ll = 0.001 in I USE 4x4 7 HEADER (BATH 2): L=~ft V=wl/2= 278 lb AR=1.5{V)/fv= 2.32 in2 w= 139 lb/ft M=wl2/8= 278 ft-lb SR=M/(fb *Co*CFl= 2.0 in3 Co= 1.25 CF= 1.5 TRY ... 4x4 I= 12.5 in4 6 LL =LL(6rL)/TL= 0.025 in 6rL =5wl 4/(384EI)= 0.040 in 1 /(6LL/L)= 1918 >360? YES 1 /(6 rL/L)= 1199 >240? YES 6oL =6rL -6 LL = 0.015 in I USE 4x4 HEADER (BA TH 3): L=@ ft V=wl/2= 480 lb AR=1 .5(V)lfv= 4.00 in2 w= 480 lb/ft M=wl2/8= 240 ft-lb SR=M/(f b *Co *CF)= 1.7 in3 Co= 1.25 CF= 1.5 TRY ... 4x4 I= 12.5 in4 6LL =LL(6rL)/TL= 0.005 in 6rL =5wl 4/(384EI)= 0.009 in 1 /{ 6LL/L )= 4444 >360? YES 1 /(6TL/L)= 2778 >240? YES 6oL=6r L-6 LL= 0.003 in I USE 4x4 INTERIOR HEADERS (BDRM 4/BDRM 3): Lmu=B ft V=wl/2= 165 lb AR=1 .5(V)lfv= 1.37 in2 w= 94 lb/ft M=wl2/8= 144 ft-lb SR=M/(fb *Co *CF)= 1.0 in3 Co= 1.25 CF= 1.5 TRY ... 4x4 I= 12.5 in4 6LL =LL(6rL)/TL= 0.010 in 6 rL =5wl 4/(384EI)= 0.016 in 1/(6LL/L)= 4235 >360? YES 1/(6rL/L)= 2647 >240? YES 6oL =ilrL -6LL = 0.006 in I USE 4x4 HEADERS (BDRM 4/BDRM 3): Lm..=~ft w= 114 lb/ft TRY ... 4x6 I= 48.5 in4 6rL =5wl 4/(384EI)= 0.043 in 1/(6 rL/L)= 1681 >240? HEADER (BDRM 2): L=~ft w= 480 lb/ft TRY ... 4x6 I= 48.5 in4 6 rL =5wl 4/(384EI)= 0.087 in 1/(6rL/L)= 690 >240? lsr ROOF-VAULTED (N) RAFTERS: L<= ~ ft w=(2')(32 psf)= ~ lb/ft V=wl/2= 560.0 lb M=wl2/8= 2450.0 ft-lb TRY ... 2 X 12 I= 178 in4 6rL =5wl 4/(384EI)= 0.474 in V=wl/2= 342 lb AR=1.5(V)/fv= 2.85 in2 M=wl2/8= 513 ft-lb SR=M/(fb*Co *CF>= 4.2 in3 Co= 1.25 CF= 1.3 6 LL =LL(6rL)/TL= 0.027 in 1 /(6 LL/L)= 2689 >360? YES YES 6 oL=6rL-6LL= 0.016 in I USE 4x6 V=wl/2= 1200 lb AR=1 .5(V)/fv= 10.00 in2 M=wl2/8= 1500 ft-lb SR=M/(fb *Co *CFl= 12.3 in3 Co= 1.25 CF= 1.3 6LL =LL(6rL)/TL= 0.054 in 1 /(6LL/L)= 1104 >360? YES YES 6oL =6rL-6LL = 0.033 in USE 4x6 Co=~.25 Cr= 1.15 CF= 1 AR=1 .5(V)l fv= 4.67 in2 OK SR=M/(fb.cF.Co·C,)= 22. 7 in3 OK 1 /(6r L/L)= 443 >180? YES 6 LL =LL(6rL)/TL= 0.296 in I/(6 LL/L)= 709 >240? YES 6 oL=6rL-6LL= 0.178 in I USE 2 X 12 at 24" o.c. SHED RAFTERS OVER DORMERS: L=~ft w=(2')(32 psf)= ~ lb/ft V=wl/2= 448.0 lb M=wl2/8= 1568.0 ft-lb TRY ... 2 X 10 I= 98.9 in4 6rl =5wl 4/(384EI)= 0.350 in ROOF BEAMS: RB-4 {DORMER HEADOFF): C0= ~.25 Cr= 1.15 CF= 1.1 AR=1 .5(V)lfv= 3.73 in2 13.2 in3 1/{6 TL/L)= 481 >180? YES till =LL(6rl)/TL= 0.218 in l/(6ll/L)= 769 >240? YES 6ol =6rl -till= 0.131 in I USE OK OK 2 X 10 at 24" o.c. L= ~ ft w= ~ lb/ft V=wl/2= 1380 lb AR=1.5(V)lfv= 11.50 in2 M=wl 2/8= 3450 ft-lb SR=M/{fb *Co *CFi= 33 .5 in3 Co= 1.25 CF= 1.1 TRY ... 4x 12 I= 41 5.3 in4 till =LL(6rL)ITL= 0.058 in 6rl =5wl 4/{384EI)= 0.093 in 1/(6ll/L)= 2054 >360? YES 1 /(6rl/L)= 1284 >240? YES 6ol =6 rl -6 ll = 0.035 in USE 4 X 121 RB-5 (DORMER RAKE): L= 17 ft w= 141 lb/ft P= 1380 lb RB-4 L1= 3.5 ft L2= 13.5 ft RR=[PL1 +w(L1 +L2)*(L1 +L2)/2]/(L1 +L2)= 1483 lb Rl=P+w{L1+L2)-RR= 2294 lb V max=Rl = 2294 lb Mmax=PL1L2/(L1+L2)+w{L1+L2/l8= 8929 ft-lb q TRY ... 3 1/2" x 11 1/4" 2.0E PSL Va= 7615 lb I= 415 in4 Ma= 17970 lb-ft E= 2.0E+06 psi ,6TL= 0.445 1 /(.6TL/L)= 458 >240? YES .6LL =LL( .6TL)/TL = 0.234 1 /( .6LL/L )= 871 >360? YES l'.loL =,6TL -,6LL = 0.211 I USE 3 1/2" x 11 1/4" 2.0E PSL I RB-6 (DORMER RAKE}: L= 17 ft p w= 141 lb/ft I I I I I I I l P= 1380 lb RB-4 ,f---L, L2 L1= 3.5 ft RL RR L2= 13.5 ft RR=[PL1 +w(L1 +L2)*(L1 +L2)/2]/(L1 +L2)= 1483 lb RL =P+w(L1+L2)-RR= 2294 lb Vmax=RL = 2294 lb Mmax=PL1 L2/(L1 +L2)+w(L1+Lit8= 8929 ft-lb TRY ... 31/2" x 11 1/4" 2.0E PSL Va= 7615 lb I= 415 in4 Ma= 17970 lb-ft E= 2.0E+06 psi ,6TL= 0.445 1/(.6TL/L)= 458 >240? YES .6LL =LL(.6TL)/TL= 0.234 1 /(.6LL/L)= 871 >360? YES .6oL =.6rL-.6LL = 0.211 I USE 3 1/2" x 111/4" 2.0E PSL I RB-7 (DORMER HEADOFF}: L=Ciil tt w= ~ lb/ft V=wl/2= 1380 lb M=wL2/8= 3450 ft-lb AR=1.5(V)lfv= 11 .50 in2 SR=M/(fb*Co*CFi= 33.5 in3 Co= 1.25 CF= 1.1 TRY ... 4 X 12 I= 415.3 in4 .6LL =LL(.6rL)/TL= 0.058 in .6rL =5wL 4/(384EI)= 0.093 in 1/(.6LL/L)= 2054 >360? YES 1 /(.6TL/L)= 1284 >240? YES l'.loL =,6TL -,6LL = 0.035 in USE 4 x 12 I tl RB-8 (DORMER RAKE): L= 17 ft p w= 141 lb/ft l I I I I I I l P= 1380 lb RB-4 ,f--L, L2 t, L1= 3.5 ft 1 RL R.._ L2= 13.5 ft RR=[PL1 +w(L1 +L2)*(L1 +L2)/2]/(L1 +L2)= 1483 lb RL =P+w(L1+L2)-RR= 2294 lb Vmax=RL= 2294 lb Mmax=PL1 L2/(L1 +L2)+w(L1 +Li/ /8= 8929 ft-lb TRY ... 3 1/2" x 11 1/4" 2.0E PSL Va= 7615 lb I= 415 in4 Ma= 17970 lb-ft E= 2.0E+06 psi L'.1rL = 0.445 1 /(6rL/L)= 458 >240? . YES 6LL =LL(6rdffl= 0.234 1/(6LL/L)= 871 >360? YES 6oL =6rL -6 LL = 0.211 I USE 31/2" x 111/4" 2.0E PSL I RB-9 (DORMER RAKE): L= 17 ft tr w= 141 lb/ft l I I I I I I } P= 1380 lb RB-4 .f--L, L2 L1= 3.5 ft RL R.._ L2= 13.5 ft RR=[PL1 +w(L1 +L2)*(L1 +L2)/2]/(L1 +L2)= 1483 lb RL =P+w(L1 +L2)-RR= 2294 lb Vmax=RL= 2294 lb Mmax=PL1 L2/(L1 +L2)+w(L1 +L2i 2/8= 8929 ft-lb TRY ... 3 1/2" x 11 1/4" 2.0E PSL Va= 7615 lb I= 415 in4 Ma= 17970 lb-ft E= 2.0E+06 psi L'.1rL = 0.445 1/(6TL/L)= 458 >240? YES 6LL =LL(6TL)ffl= 0.234 1 /(6 LL/L)= 871 >360? YES 6oL =6rL -6LL = 0.211 I USE 3 1/2" x 11 1/4" 2.0E PSL I RB-10 (LIVING/DINING RIDGE): L= 16 ft WAvG= P,= P2= L,= L2= 552 112 552 277 4588 4588 3 10 lb/ft lb/ft lb/ft lb/ft lb lb ft ft 3 L3= ft Woe= ~ lb/ft WLL = 20 lb/ft WTL= 32 lb/ft Po,= §E lb PLL= 20 lb PTL= 32 lb RR=[(w1 )(L1 )2/2+(P 1 )(L1 )+(w2)(L2)(L1 +L2/2)+(P2)(L1 +L2)+(w3)(L3)(L1 +L2+LJ 2)]/(L1 +L2+L3)= RL=(w1 )(L1) + P1 + (w2)(L2) + P2 + (w3)(L3) -RR= 6804 lb Vmax= 6804 lb Mmax= 31231 ft-lb TRY ... 5 1/4" x 14" 2.0E PSL Va= 14210 lb OK E= 2.0E+06 psi Ma= 40740 ft-lb OK I= 1201 in4 WllTL= 0.17 in P6TL= 0.21 in llTL= 0.38 in 1 /(6 TL/L)= 506 >240? YES llLL =LL(6 TL)/TL= 0.24 in 1/(6 LL/L)= 810 >480? YES llOL =6TL-llLL = 0.14 in USE 5 1/4" x 14" 2.0E PSL FLOOR: FLOOR JOISTS: L<=l2'il tt w= ~ lb/ft V=wl/2= 525.0 lb M=wl2/8= 2756.3 ft-lb TRY ... 2 X 14 I= 290.8 in4 6TL =5wl 4/(384EI)= 0.470 in ~~=~ CF=~ AR=1.5(V)ffv= SR=M/(fb,CF,Co·C,)= 1 /(6TL/L)= 536 llLL =LL(6TL)/TL= 0.376 I /(6LL/L)= 670 6oL =6rL-6LL 0.094 4.38 in2 35.5 in3 <240? YES in <360? YES in I USE 2 X 14 6804 lb at 12" o.c. FLOOR JOISTS L<=~ft w= ~ lb/ft V=wl/2= 368.5 lb M=wl2/8= 1013.4 ft-lb TRY ... 2 X 10 I= 98.9 in4 .6TL =5wl 4/(384EI)= 0.139 in DECK JOISTS: L=l1o.5ltt w= t==ZQ] lb/ft V=wl/2= 367.5 lb M=wl 2/8= 964. 7 ft-lb TRY... 2 x 10 ~~=~ CF=~ AR=1.5{V)/fv= SR=M/(f b*CF·Co·C, )= 1/(.6TL/L)= 946 .6LL =LL(.6TL)/TL= 0.112 l/(.6u/L)= 1183 .6oL =.6TL-,6LL 0.028 ~~=~ CF=~ AR=1.5{V)ffv= SR=M/(fb.CF·Co·C,)= 3.07 in2 10.7 in3 <240? YES in <360? YES in I USE 3.06 in2 10.2 in3 Modified for 1" Step, 1 /4"/ft Slope: lmod= 41 .7 in4 1/(.6TL/L)= .6TL =5wl 4/{384EI)= 0.287 in .6LL =LL(.6TL)/TL= 439 <240? YES 0.179 in 703 <360? YES 2 X 10 < Amod= 10.4 < Smod= 12.0 at 16" o.c. in2 in3 1/(.6LL/L)= .6oL =.6TL-,6LL 0.108 inl .... =u=s""E--2-x_1_0 ___ at_1_2_"_o_.c __ _, DECK JOISTS: L= 2 ft + 2 ft Cant. W1 = ~_;:_:_--l W2= 1------i 67 67 P= 53 1-----=--=---i 2 L 1 = 1------='-l 2 L2= '------='-' STEP 1" AND RIP 1/4"/FT. lb/ft lb/ft lb Railing ft ft RR=[w1 L, 2/2+w2L2(L1 +L2/2)+P(L1 +L2)]/L1 = 374 lb RL =w1 L1+w2L2+P-RR= -53 lb V(-) at RR=RL-w1L1= 187 lb Co=~ Cr= 1.15 CF= 1.1 V(+) at RR=RL-w1L1+RR= 187 lb Vmax= 187 lb AR=1 .5{V)/fv= 1.6 in2 OK Mmax=L1/2(RL-V(-))= 240 ft-lb SR=M/(fb.C,)= 2.5 in3 OK TRY ... 2 X 10 Modify 'I' for 1 /4"/ft slope: I= 70.2 in4 .0,TL(end)= 0.01 in 1 /(6 TL/L)= 5241 >360? 6 LL =LL(6TL)/TL= 0.006 in l /(6 LL/L)= 8385 >480? 6 oL =£;TL -£;LL 0.003 in FLOOR BEAMS: FB-1 (KITCHEN): L= Cfil ft w= ~ lb/ft YES YES USE 2 X 10 at 16" o.c. Ri 1/4"/ft to Slo e V=wl/2= 4725 lb M=wL2/8= 21263 ft-lb TRY... (2)-7 x 9 1/4 2.0E PSL Va= 25040 lb Ma= I= 6TL =5wl 4/(384EI)= 1/(6TL/L)= 6LL =LL(6TL)/TL= l/(6 LL/L)= 6 oL =.0,TL-.0,LL = FB-2 (ENTRY): 49660 920 0.674 321 0.539 401 0.135 ft-lb in4 in >240? in >360? in L=~ft w= 339 lb/ft V=wl/2= M=wl2/8= TRY ... 3 1/2 x 9 1/4 2.0E PSL Va= 6260 lb Ma= 12415 ft-lb I= 231 in4 6 TL =5wl 4/(384EI)= 0.052 in 1 /(6TL/L)= 1715 >240? YES 6LL =LL(6TL)/TL= 0.020 in l/(6 LL/L)= 4399 >360? YES 6 oL =£;TL -£;LL= 0.032 in I USE (2)-7 x 9 1/4 2.0E PSL FASTEN 5/8" THRU-BOLTS@ 12" o.c. STAGGERED. 1271 lb 2384 ft-lb USE 3 1/2 x 9 1/4 2.0E PSL 14 FB-3 (ENTRY): L= 5.5 ft I I I 1 i I I I I I ,f--L, L2 ,r RL R~ P. w= 98 lb/ft P= 1271 lb L,= 1.5 ft L2= 4 ft FB-2 RR=[PL, +w(L1 +L2)*(L1 +L2)/2]/(L1 +L2)= 616 lb RL =P+w(L1+L2)-RR= 1194 lb V max=RL = 1194 lb Mmax=PL, L2/(L1 +L2)+w(L1+Li /8= 1757 ft-lb TRY ... 3 1/2" x 9 1/4" 2.0E PSL Va= 6260 lb I= 231 in4 Ma= 12415 lb-ft E= 2.0E+06 psi LhL= 0.015 1 /(6 rL/L)= 4478 >240? YES 6 LL =LL(6rL)/TL= 0.008 1 /(6LL/L)= 8508 >360? YES 6 oL =6rL -6 LL = 0.007 I USE 3 1/2" x 9 1/4" 2.0E PSL FB-4 (ENTRY I LIVING RM): L= ~ ft V=wl/2= 716 lb w= 159 lb/ft M=wl2/8= 1610 ft-lb TRY ... 3 1/2 x 9 1/4 2.0E PSL Va= 6260 lb Ma= 12415 ft-lb I= 231 in4 6 rL =5wl 4/(384EI)= 0.051 in 1 /(6r L/L)= 2126 >240? YES 6 LL =LL(6rL)/TL= 0.020 in l /(6LL/L)= 5451 >360? YES 6 oL =6rL-6LL = 0.031 in USE 3 1/2 x 9 1/4 2.0E PSL FB-5 (KITCHEN/ LIVING RM): L=@ ft V=wl/2= 543 lb w= 217 lb/ft M=wl2/8= 678 ft-lb TRY ... 3 1/2 x 9 1/4 2.0E PSL Va= 6260 lb Ma= 12415 ft-lb I= 231 in4 6 TL =5wl 4/(384EI)= 0.007 in 1/(6 TL/L)= 9084 >240? YES 6LL =LL(6 TL)/TL= 0.003 in 1/(6 LL/L)= 23294 >360? YES 6 oL :t,_TL -6LL = 0.004 in USE 3 1/2 x 9 1/4 2.0E PSL FB-6 (KITCHEN/ DINING RM): L=@ ft V=wl/2= 868 lb w= 217 lb/ft M=wl2/8= 1736 ft-lb TRY ... 3 1/2 x 9 1/4 2.0E PSL Va= 6260 lb M-a-12415 ft-lb I= 231 in4 6TL =5wl 4/(384EI)= 0.043 in 1 /(6TL/L)= 2218 >240? YES 6LL =LL(6TL)/TL= 0.017 in 1/(6LL/L)= 5687 >360? YES 6 oL =6TL -6LL = 0.026 in USE 3 1/2 x 9 1/4 2.0E PSL FB-7 (ENTRY): L= 7 ft + 3.5 ft Cant. W1= t------1 W2= t-----, 439 439 P= 616 t-----, L1= 7 r--- 3.5 L 2 = -- RR=[w1 L1 2/2+w2L2(L1 +L2/2)+P(L1 +L2)]/L1 = 4381 RL=w1L1+w2L2+P-RR= 844 lb V(-) at RR=RL-w1L1= 2229 lb V(+) at RR=RL-w1L1+RR= 2153 lb V max= 2229 lb 4845 ft-lb lb/ft lb/ft lb FB-3 ft ft lb \1 TRY ... 3 1/2" x 9 1/4" 2.0E PSL E= 2.0E+06 psi Va= 6260 lb OK I= 231 in4 Ma= 12415 ft-lb OK 6 TL(end)= 0.21 in 6 TL(m-span)= 0.05 in 6 TL= 0.21 in 1 /(6 TL/L)= 397 >240? YES 6LL =LL(6TL)/TL= 0.145 in 1/(6 LL/L}= 581 >360? YES 6oL =6TL-6LL 0.067 in I USE 3 1/2" x 9 1/4" 2.0E PSL FB-8 (GARAGE): L=6fil ft V=wl/2= 3339 lb w= 318 lb/ft M=wL2/8= 17530 ft-lb TRY ... 7 x 14 2.0E PSL Va= 18945 lb Ma= 54325 ft-lb I= 1601 in4 6 TL =5wl 4/(384EI)= 0.435 in 1 /(6rL/L)= 580 >240? YES 6 LL =LL(6 TL}/TL= 0.146 in l/(6LL/L}= 1723 >360? YES 6oL =6 rL-6LL = 0.288 in I USE 7 x 14 2.0E PSL FB-9 (GARAGE): L=~ft V=wL/2= 2992 lb w= 374 lb/ft M=wl2/8= 11968 ft-lb TRY ... 3 1/2 x 11 7/8 2.0E PSL v-a-8035 lb Ma= 19900 ft-lb I= 488 in4 4 6TL =5wl /(384EI)= 0.565 in 1/(6TL/L)= 340 >240? YES 6LL =LL(6TL)/TL= 0.325 in l/(6 LL/L)= 591 >360? YES 6 oL =6 TL -6 LL = 0.240 in USE 3 1/2 x 11 7/8 2.0E PSL it DECK BEAMS: DB-1 {PORCH): L=~ft V=wl/2= 3255 lb AR=1 .5(V)/fv= 28.72 in2 w= 420 lb/ft M=wl2/8= 12613 ft-lb SR=M/(fb*CFi= 112.1 in3 Co= 1 TRY ... 6 X 12 CF= 1 I= 652.6 in4 6LL =LL(6rd!TL= 0.392 in 6rL =5wl 4/(384EI)= 0.522 in l /(6LJ L)= 475 >360? YES 1 / (6rL/L)= 356 >240? YES 6 oL =6rL -6LL = 0.131 in USE 6 X 121 DB-2 {PORCH): L=~ft V=wl/2= 767 lb AR=1 .5(V)/fv= 6.76 in2 w= 146 lb/ft M=wl2/8= 2012 ft-lb SR=M/(fb *CF1= 17.9 in3 Co= 1 TRY ... 6 X 12 CF= 1 I= 652.6 . 4 ,n 6LL =LL(6 rd/TL= 0.029 in 6rL =5wl 4/(384EI)= 0.038 in 1/(L\LL/L)= 4393 >360? YES 1/(6rL/L)= 3295 >240? YES 6 oL =6 rL -6 LL = 0.010 in I USE 6 X 121 1ST FLOOR HEADERS: HEADERS (FRONT DOOR/ CLOSET): L=~ft V=wl/2= 117 lb AR=1 .5(V)lfv= 0.98 in2 w= 67 lb/ft M=wl2/8= 103 ft-lb SR=M/(fb *Co*CF1= 0.9 in3 Co= 1 TRY ... 4x4 CF= 1.5 I= 12.5 in4 6 LL =LL(L\TL)/TL= 0.009 in 6 rL =5wl 4/(384EI)= 0.011 in 1/(L\LL/L)= 4642 >480? YES 1 /(6rL/L)= 3713 >360? YES 6oL =6rL-6LL = 0.002 in I USE 4x4 HEADERS (LIVING/DINING RMS): L= ~ ft w= ~ lb/ft TRY ... 4x 10 I= 230.8 . 4 In Lirl =5wl 4/(384EI)= 0.166 in 1 /(6rl/L)= 724 >240? HEADER (KITCHEN): L= CJ:Q] ft w= ~ lb/ft V=wl/2= 1360 lb M=wl 2/8= 3400 ft-lb Lill =LL(LhL)/TL= 1 /(6ll/L)= YES Liol =6rl-6ll = V=wl/2= 4890 lb M=wl 2/8= 12225 ft-lb TRY ... 3 1/2 x 11 1/4 2.0E PSL Va= 7615 lb Ma= 17970 ft-lb I= 415 in4 6rl =5wl 4/(384EI)= 0.265 in 1/(6 TL/L)= 453 >240? YES 6ll =LL(6TL)/TL= 0.157 in l/(6 ll/L)= 763 >360? YES 1'1 AR=1.5(V)lfv= 11 .33 in2 SR=M/(fb *Co *CFl= 30.2 in3 Co= 1.25 CF= 1.2 0.104 in 1159 >360? YES 0.062 in USE 4 x 10 I Liol =6rl-6ll = 0.108 in USE 3 1/2 x 11 1/4 2.0E PSL HEADER (KITCHEN): L= 5E ft V=wl/2= 443 lb AR=1 .5(V)ffv= 3.69 . 2 1n w= 295 lb/ft M=wl 2/8= 332 ft-lb SR=M/(f b *Co *CFi= 3.4 in3 Co= 1 TRY ... 4x6 CF= 1.3 I= 48.5 in4 6ll =LL(6rL)/TL= 0.006 in 6rl =5wl 4/(384EI)= 0.007 in l/(6ll/L)= 6495 >480? YES 1 /(6rl/L)= 5196 >360? YES Liol =6rl-6ll = 0.001 in I USE 4x6 HEADERS {FAMILY RM): L= ~ ft V=wl/2= w= 1311 lb/ft M=wl2/8= TRY ... 3 1/2 x 9 1/4 2.0E PSL Va= 6260 lb Ma= 12415 ft-lb I= 231 in4 6 Tl =5wl 4/(384EI)= 0.005 in 1 /(6 Tl/L)= 6961 >240? YES 6l l =LL(6TL)/TL= 0.003 in l /(6ll/L)= 11738 >360? YES 6 ol =6 Tl -,0.ll = 0.002 in HEADER (BDRM 5 CLOSET): L=~ft V=wl/2= w= 389 lb/ft M=wl 2/8= TRY ... 4x4 I= 12.5 in4 6 Tl =5wl 4/(384EI)= 0.017 in 1 /(6 Tl/L)= 1755 >360? YES DECK LEDGER (DECK JOISTS -RIM): Perpendicular to Load: P = (70 psf)(l ' o.c.)(10.5'/2)= 368 lb V = (368 lb)(2)/2= 368 lb M = (368 lb)(l.33 ')/4= 122 ft-lb 1967 lb 1475 ft-lb USE 3 1/2 x 9 1/4 2.0E PSL 486 lb AR=1 .5(V)/fv= 304 ft-lb SR=M/(fb *Co *CFl= Co= 1 CF= 1.5 fill =LL(t.TL)/TL= 0.014 in 1/(6 ll/L)= 2194 >480? llol =6Tl -6 ll = 0.003 in Wood Member: Try 2 x 10: AR = 3.1 in2 < 13.9 in2 OK OK Connection: SR = 1.6 in3 < 21.4 in3 Try (3)-¼"x 3 ½" SDS screws per stud: 4.05 in2 2.7 in3 YES I USE Per Simpson: P allow = 350 lb/screw (3 screws)(350 lb/nail)= 1050 lb > 368 lb OK USE 2 x 10 DF#l LEDGER. FASTEN TO RIM w/ (3) -¼" x 3 ½" SDS SCREWS @ 12" o.c. -~o 4x4 WOOD GUARDRAIL CALCULATION CBC 2016 NEWEL POST FASTENED TO 2x RIM AND CONNECTED TO DECK JOISTS TRY 4X4 D.F. WOOD NEWEL POSTS, 3'-6" HIGH: Post Spacing: 4 ft o.c. Case 1: w= 50 lb/ft 1607.7.1 P= (4' o.c.)(50 lb 200 lb Case 2: P= 200 lb 1607.7.1.1 TENSION FROM RESISTING MOMENT: Preq'd= (200 lb)(3.5'+1 .0')/(9"/12 in/ft)= 1200 lb in upper bolt TRY SIMPSON DTT2Z: Allow. Tension load: 1825 lb > 1200 lb OK CHECK 4X4 D.F. WOOD NEWEL POSTS: fv= 180 psi Fb= 900 psi CD= 2.0 V= 200 lb M= (200 lb)(3.5'+(1'-0.75'))= 750 ft-lb AR= 1.5V/fv= 1.7in2 < 12.25 in2 OK SR= M/(FbCD)= 5.0 in3 < 7.1 in3 OK FASTEN 4x4 NEWEL POST@ 4'-0" O.C. INTO FACE OF 2x RIM AND USE DTT2Z TO CONNECT AT DECK JOIST. F--,,--- 4x4 NEUEL POST& • 4-IZ>" O.C. 3'-6" 2x RIM Dmz DECKING 12" 2xl2 DECK JOIST& (2)-Vz' MACI-IINE eoLT& w/ 2' WA&I-IER& • 4'-IZ>"O.C. GUARD RAIL-BALCONY SECTION AT CANT. END 0 0 2x DECK RIM NT& 2x12 D.J.11 w/ DTT2Z BEYOND (2)-1/2' MACI-IINE eoLT& w/ 2' WA&!-IER& • 4 '-IZ>'O.C. GUARD RAIL-DECK DETAIL NT& Posts Example Post Design for 4 x 4 of Length 10' For Douglas Fir-Larch perNDS 201 5, E=l.6xl06 psi (for 2-4" wide) F0=1350 psi (for 2-4" wide) L=l0' d=3.5", h=3.5" l<e=l L.Jd= Ke *L /d=l *10'(1 2 in/ft)/3.5"=34.3 IfL.Jd<=ll, thenF'0=F0 If 11 <L.Jd<=K, then F\=F0[1-l/3(L/d)/K))4] IfK <L.Jd<=50, then F' 0=0.3E/(L.Jd)2 K=0.67 l (E/F0)112 =0.671 (l .6x106 psi/1350 psi)112 =23.1 23.1 <34.3<=50, F' 0=0.3(1.6x106 psi)/34.32=408.3 psi P.=F'c(d)(h)=408 psi(3.5")2=5002 lb Allowable Load (lb) Length Cross-section (in x in) L (ft} 4x4 6x4 Bx 4 4x6 ..... ,c. 16538 25988 34256 25988 3 16538 25988 34256 25988 4 15853 24911 32838 25988 5 14866 23360 30793 25988 6 13071 20539 27075 25094 7 10208 16042 21146 24332 8 7813 12282 16190 23164 9 6175 9704 12792 21465 10 5002 7860 10361 19094 11 4134 6496 8563 16042 12 3474 5459 7195 13479 13 2960 4651 61 31 11485 14 2552 4010 5286 9903 15 2223 3494 4605 8627 16 1954 3070 4047 7582 17 1731 2720 3585 6716 18 1544 2426 3198 5991 19 1386 2177 2870 5377 20 1251 1965 2590 4853 21 1134 1782 2350 4401 22 1033 1624 2141 4010 6x6 30250 30250 30250 30250 29679 29193 28447 27361 25847 23804 211 20 18049 15562 13556 11915 10554 9414 8449 7626 6917 6302 Foundations Soil bearing pressure (Ps): 2000 psf per East County Soil Consultation and Engineering, Inc. report Check New Perimeter Continuous Footing for new Distributed Loads: w=I 1173llb/ft Story= 2 Width 0.766 ft B=(w/Ps)112= 9.2 in < 12 in OK B=CJ]]in D=~in As=p bd= 0.57 in2 Try (2) -#5: 0.62 in2 > 0.57 in2 USE 15 W x 24 D continuous footing, w/ (2) -#5 Top & Bottom, 2500 psi Cone. Check Existin Continuous Footin for new Distributed Loads: w= 1431 lb/ft Story= 2 Width 0.846 ft B=(w/Ps)112= 10.2 in < 12 in OK B=~in D=~in As=p bd= 0.32 in2 Try (2) -#4: 0.40 in2 > 0.32 in2 USE 12 W x 18 D exist. continuous footing, w/ (2) -#4 Top & Bottom, 2500 psi Cone. Check New Point Load on New Perimeter Continuous Footing Pa B= 15 in l. 4 in Pa=W*B*Ps= 11667 lb I 24 in Pmax= 6804 < 11667 lb IL v /1 /1 56 in OK Check New Point Load on Existing Continuous Footing Pa ------ 1£'. /1 J 44 in New Spread Footings B=v(P/Ps) B= 12 in l 4 in Pa=W*B*Ps= 7333 lb I 18 in Pmax= 4381 < 7333 lb OK As=p bd PAD# p Footing Size As(in2) Reinforcement 1 12500 30 w X 24 D 1.13 (4)-#5 E.W. 2 12500 30 w X 12 D* 0.49 (3)-#5 E.W. 3 8000 24 w X 24 D 0.91 (3)-#5 E.W. * Underpinned Footing Concrete Slab USE 4" thick, 2500 psi concrete w/ #3 at 12" o.c. centered at mid-slab height Lateral Calculations Wind Loads -(Envelope Procedure) 28. 1 Roof slope: 1 s:12 1 28.4-1 GCp;= 0.18 Enclosed Table 26.11-1 GCpr 0.54 Surface 1 Fig. 28.4-1 Case A -0.45 Surface 2 Fig. 28.4-1 Case A 0.77 Surface 1E Fig. 28.4-1 Case A -0.72 Surface 2E Fig. 28.4-1 Case A 0.40 Surface 5 Fig. 28.4-1 Case B 0.61 Surface 5E Fig. 28.4-1 Case B k= z 0.7 Table 28.3-1 EXP.B kz1= 1.0 26.8.2 kd= 0.85 Table 26.6-1 V= 110 mph, 3s Gust, Fig. 26.5-1A P=qh[(GCpr) -(GCp;)] = Wind Distribution: @Roof: @Walls: 16 psf Walls 28.4.4 8 psf Roof 2nd Roof -Main wp=(7.9')(5.0)+(8'/2)(13.3)= 93 lb/ft Wpmin=(7 .9')(8)+(8'/2)(16)= 127 lb/ft 2nd Roof -Bedrooms wp=(5.8')(5.0)+(8'/2)(13.3)= 82 lb/ft Wpmin=(5.8')(8)+(8'/2)(16)= 110 lb/ft Floor -Main wp=(8'/2+1 '+8'/2)(13.3)= 120 lb/ft Wpmin=(8'/2+1 '+8'/2)( 16)= 144 lb/ft 1st Roof -Living Rm/Dining Rm wp=(7.9')(5.0)+(10'/2)(1 3.3)= 106 lb/ft Wpmin=(7.9')(8)+(10'/2)(16) = 143 lb/ft 18.4 psf iTI]~ L..1lll~ Mathis Residence 2859 Cacatua St, Carlsbad, CA 92009, USA Latitude, Longitude: 33.1111561, -117.2409953 Go Date C: ....J 0 u ~ a. w gle Estur1on Sr Sommerset La Costa Q Paula E Ainsworth - Aflac Insurance Agent Design Code Reference Document Risk Category Site Class Type Ss S1 SMs SM1 Sos So1 Type SDC Fa Fv PGA FPGA PGAM TL SsRT Value 1.029 0.399 1.12 0.639 0.747 0.426 Value D 1.088 1.601 0.393 1.107 0.435 8 1.029 Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long-period transition period in seconds Probabilistic risk-targeted ground motion. (0.2 second) 1/15/2020, 3:34:00 PM ASCE7-10 II D -Stiff Soil SsUH SsD 1.041 1.5 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) S1 RT 0.399 S1UH 0.383 S1D 0.6 PGAd 0.5 CRs 0.988 CR1 1.043 Probabilistic risk-targeted ground motion. (1 .0 second) Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1 .0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s OSHPD -,:) ~ ~o .qbr,,,~ Z7 Map data ©2020 Seismic Loads Ss= 1.029 S1= 0.399 Site Class: D F= a 1.088 F= V 1.601 R= 6.5 I= 1.0 Floors: 2 SMs=FaSs= 1.120 SM1=FvS1= 0.639 S0s=2/3SMs= 0.747 SOC: D So1 =2/3SM1 = 0.426 SIMPLIFIED DESIGN PROCEDURE (ASCE 7-10, 12.14) E=Eh+Ev E=Eh-Ev Eh=QE=V (For load comb. 5 & 6 ASD) (For load. comb 8 ASD) Ev=0.2Sos D= 0 for E acting in plane of diaphragm/base shear Seismic Base Shear (per ASCE 12.14.8.1) V=FS05W/R F= 1.1 R= 6.5 V= 0.126 W Vertical Distribution (per ASCE 12.14.8.2) F x=FS05/R*wx F= 0.126 Wx Seismic Distribution DL root= 12 psf DLfloor/deck= DLwallext= DLwallint= Line 1 1ST ROOF L1;ne= Hwan= Line 2 2ND ROOF L1ine= Hwa11= FLOOR L1ine= Hwall= 1ST ROOF L1ine= Hwan= Line 3 2ND ROOF L1ine= Hwa11= FLOOR L1ine= Hwa11= 10 psf 15 psf 8 psf ~ft ft ~ft ft ~ft ft ~ft ft 8 ft ft 8 ft ft WR= (34.5')12= 414 lb/ft Ww= 2(10'/2)15= 150 lb/ft V = 0.126(414+150)= 11 lb/ft WIND GOVERNS WR= (34.5')12= 414 lb/ft Ww= 2(8'/2)15+1 (8'/2)8= 152 lb/ft V = 0.126(414+152)= 72 lb/ft W IND GOVERNS WR= (21.5')(10)= 215 lb/ft Ww= 2(8'/2+8'/2)15+2(8'/2+8'/2)8= 368 lb/ft V = 0.126(215+368)= 74 lb/ft WIND GOVERNS WR= (34.5')12= 414 lb/ft Ww= 2(10'/2)15= 150 lb/ft V = 0.126(414+150)= 11 lb/ft WIND GOVERNS WR= (28')12= 336 lb/ft Ww= 1 (8'/2)15+2(8'/2)8= 124 lb/ft V = 0.126(336+124)= 58 lb/ft WIND GOVERNS wR= (30')1 0= 300 lb/ft Ww= 1 (8'/2+8'/2)15+2(8'/2+8'/2)8= 248 lb/ft V = 0.126(300+248)= 69 lb/ft WIND GOVERNS Line 4 FLOOR Lune= ~ft wR= (25.5')1 0= 255 lb/ft Hwan= ft Ww= 1 (8'/2+8'/2)15+2(8'/2+8'/2)8= 248 lb/ft V = 0.126(255+248)= 64 lb/ft WIND GOVERNS Line 5 2ND ROOF L1ine= ~ft WR= (62.5')12= 750 lb/ft Hwall= ft Ww= 2(8'/2)15+3(8'/2)8= 216 lb/ft V = 0.126(750+216)= 122 lb/ft SEISMIC FLOOR GOVERNS Lune= ~ft WR= (64.5')10= 645 lb/ft Hwan= ft Ww= 2(8'/2+8'/2)15+3(8'/2+8'/2)8= 432 lb/ft V = 0.1 26(645+432)= 136 lb/ft SEISMIC GOVERNS Line A 2ND ROOF Lline= ~ft WR= (21 .5')12= 258 lb/ft Hwall= ft Ww= 2(8'/2)15+1 (8'/2)8= 152 lb/ft V = 0.126(258+152)= 52 lb/ft WIND FLOOR GOVERNS L1ine= ~ft WR= (37.5')(10)= 375 lb/ft Hwan= ft Ww= 2(8'/2+8'/2)15+1 (8'/2+8'/2)8= 304 lb/ft V = 0.126(375+304)= 86 lb/ft WIND 1ST ROOF GOVERNS Lline= ~ft WR= (16.5')12= 198 lb/ft Hwall= ft Ww= 1(10'/2)15= 75 lb/ft V = 0.126(198+75)= 34 lb/ft WIND GOVERNS Line B 2ND ROOF L1ine= aft WR= (35')12= 192 lb/ft Hwan= ft Ww= 1 (8'/2)15+1 (8'/2)8= 92 lb/ft V = 0.126(192+75)= 36 lb/ft WIND FLOOR GOV!;RNS Lline= ~ft WR= (37.5')(10)= 375 lb/ft Hwan= ft Ww= 2(8'/2+8'/2)15+1 (8'/2+8'/2)8= 304 lb/ft V = 0.126(375+304 )= 86 lb/ft W IND GOVERNS line C FLOOR L1ine= ~ft WR= (37.5'}(10)= 375 lb/ft Hwan= ft Ww= 2(8'/2+8'/2)15+2(8'/2+8'/2)8= 368 lb/ft V = 0.126(375+368)= 94 lb/ft WIND GOVERNS line D 2ND ROOF L1ine= ~ft WR= (37.5')12= 450 lb/ft Hwan= ft Ww= 2(8'/2)15+2(8'/2)8= 184 lb/ft V = 0.126(450+184)= 80 lb/ft WIND FLOOR GOVERNS Lune= E3t WR= (14')(10)= 140 lb/ft Hwau= ft Ww= 2(8'/2+8'/2)15+1 (8'/2+8'/2)8= 304 lb/ft V = 0.126(140+304)= 56 lb/ft WIND 1ST ROOF GOVERNS L1ine= ~ft WR= (16.5')12= 198 lb/ft Hwau= ft Ww= 1 ( 10'/2)15= 75 lb/ft V = 0.126(198+75)= 34 lb/ft WIND GOVERNS line E FLOOR L1ine= 8ft wR= (24')1 0= 240 lb/ft Hwau= ft Ww= 2(8'/2+8'/2)15+2(8'/2+8'/2)8= 368 lb/ft V = 0.126(240+368)= 77 lb/ft WIND GOVERNS Line F 2ND ROOF Lune= E3r WR= (21 .5')12= 258 lb/ft Hwan= ft Ww= 2(8'/2)15+1 (8'/2)8= 152 lb/ft V = 0.126(258+152)= 52 lb/ft WIND FLOOR GOVERNS Lune= ~ft wR= (21.5')1 0= 215 lb/ft Hwan= ft Ww= 2(8'/2+8'/2)15+1 (8'/2+8'/2)8= 304 lb/ft WIND V = 0.126(215+304)= 66 lb/ft GOVERNS Diaphragm/Shear Loads Use Load Combination 2.4.1 ASCE 7-10: #5: D + (0.6W or 0.7E) for Wind/Seismic Loads R1 1R= 0.6(143 lb/ft)(16.5'/2)= 108j1b V11R= 21 lb/ft R2 2R= 0.6(127 lb/ft}(37 .5'/2)= 1429 lb V22R= 41 lb/ft R2F= 0.6(144 lb/ft)(21.5'/2)= 929 lb V2F= 44 lb/ft R2 1R= 0.6(1 43 lb/ft)(16.5'/2)= 708 lb V21R= 21 lb/ft R3 2R= 0.6(11 0 lb/ft)(24'/2)= ~lb V32R= 28 lb/ft R3 F= 0.6(144 lb/ft)(24'/2)= lb V3F= 35 lb/ft R4 F= 0.6(144 lb/ft)(21.5'/2+16'/2}= 1s2oj1b V4F= 64 lb/ft Rs 2R= 0.7(122 lb/ft)[(37.5'/2}(34.5'/62.5)+(24'/2)(28'/62.5')]= ~lb Vs2R= 21 lb/ft Rs F= 0. 7(136 lb/ft)[(16'/2}(34.5'/64.5')+(24'/2)(30'/64.5')]= lb VsF= 15 lb/ft RA 2R= 0.6(127 lb/ft)(34.5'/2)= 1314 lb VA2R= 61 lb/ft RAF= 0.6(144 lb/ft)[(21 '/2)(14'/21.5')+(25.5'/2)(7.5'/21 .5')]= 975 lb VA F= 26 lb/ft RA 1R= 0.6(143 lb/ft)(34.5'/2)= 1480 lb VA1R= 90 lb/ft Rs 2R= 0.6(110 lb/ft)(24'/2)= ~lb Vs2R= 50 lb/ft Rs F= 0.6(144 lb/ft)(10.5'/2+24'/2)= lb VsF= 40 lb/ft Re F= 0.6(1 44 lb/ft)[(21 '/2)(14'/37.5')+(25.5'/2)(7.5'/37.5')+(31.5'/2)(24'/37 .5)]= I 1946jlb VcF= 52 lb/ft R0 2R= 0.6(127 lb/ft)[(34.5'/2)(21.5'/37 .5')+(24'/2)(16'/37.5')+(28'/2)(24'/37.5')]= 1827 lb Vo2R= 49 lb/ft RoF= 0.6(144 lb/ft)(5')= 432 lb Vo F= 31 lb/ft R0 1R= 0.6(143 lb/ft)(34.5'/2)= 1480 lb Vo1R= 90 lb/ft RE F= 0.6(144 lb/ft)(16.5'/2+22.5'/2)= 1684jlb VEF= 70 lb/ft RF 2R= 0.6(110 lb/ft)(28'/2)= ~lb VF 2R= 43 lb/ft RF F= 0.6(144 lb/ft)(30'/2)= lb VFF= 60 lb/ft Drag Loads 2ND ROOF: Line 3: (28 lb/ft)(34.5 ft)= Line 4: (41 lb/ft)(34.5 ft)= Line 5: (21 lb/ft}(15 ft)= Line D: (49 lb/ft)(24 ft)= FLOOR/1ST ROOF: Line 2: (44 lb/ft+ 21 lb/ft)(9 ft)= Line 3: (35 lb/ft)(2 ft)= Line 4: (64 lb/ft)( 15 ft)= Line 5: (15 lb/ft)(10.5 ft)= Line A: (26 lb/ft)(10.5 ft)= Line B: (40 lb/ft}(21 .5 ft)= Line C: (52 lb/ft}(13 ft)= 966 lb 1415 lb 315 lb 1176 lb 585 lb 70 lb 960 lb 158 lb 273 lb 860 lb 676 lb USE DRAG TRUSS, MST 37 I USE DRAG TRUSS USE ST6224 USE MST 37 USE MST 48, MST 37 USE ST6224 USE MST 37 USE ST6224 USE ST6224 USE MST 37 USE ST6224 LA COSTA ENGIINWUNG 2228 FUADAY AVENUE CARlSBAO, CALIFORNIA 92008 TEL 760·9!1-0290 FAX 431-5251 manv_m0n1iaom.,,vftvah00.c0m CIVIL• STRUCTURAL MECHANICAL• PETROLEUM DIAPHRAGM SPECS: ROOF: FLOOR: SE½" CDX 24/0 PLYWOOD. AIL 8d @ 6" o.c. EDGE, 12" o.c. FIELD, LOCKED. SE 5/8" CDX 32/16 PLYWOOD. AIL I0d @ 6" o.c. EDGE, 12" o.c. FIELD, BLOCKED. CONSTRUCTION CONNECTION REQUIREMENTS: 1) ALL HANGARS, STRAPS, HOLD DOWNS -SIMPSON. 2) ALL CONCRETE 2500 PSI @ 28 DAYS. 3) ALL NAILING PER CBC TABLE 2304.9.1 4) FASTEN A-35 @ * o.c. ABOVE ALL SHEAR WALLS @ BLOCKPLATE, RAFTER/JOIST -PLATE LOCATIONS, OTHERWISE FASTEN @ 48" o.c. 5) ALL LUMBER DF-L, BEAMS AND POSTS SHALL BE GRADE #1. 6) TH'S, PARA LLAMS AND MICRO LLAMS -TRUSJOIST MCMILLAN. 7) ALL SHEAR WALLS @ I ST AND 2ND FLOORS TO HA VE MIN 4 X 4 @ EACH END. * -PER SHEAR WALL SCHEDULE SHEAR WALLS: Seismic: Use Load Comb.#8 2.4.1 ASCE 7-10 (12.14.3.1.3) Distribution: Fir. IW# H' 1: 7081 10 Tot. O.T.M.= 1 Fir. v= 59 lb/ft Distribution: Fir. W# H' 2 1429 17 1 929 8 1 708 10 Tot. O.T.M.= 2 Fir. v= 84 lb/ft 1 Fir. v= 511 lb/ft (0.6D -0.14S0 5D) = 0.49D Wind: Use Load Comb.#7 2.4.1 ASCE 7-10 (0.6D) LINE 1 W#H' 7080 7080 ft-lb Use Type! 1 LINE 2 W#H' 24293 7432 7080 38805 ft-lb Use Type ._I __ _ 1 WALLS: U lift at 1st Floor 12 ft. min. wall) I:Ls.w.= 12 ft OTM= 7080 ft-lb RM= 1036 ft-lb 0.6[(2'/2 +1')(12))(12°)2/2 UPLIFT= 504 lb !Wall USE HDU2 w/SSTB16 AT FOUNDATION. WALLS: U lift at 2nd Floor 1Z ft. min. wall) I:Ls.w.= 17 ft OTM= 11432 ft-lb RM= 2080 ft-lb 0.6[(2'/2 +1 ')(12))(17°)2/2 UPLIFT= 550 lb lwa11 l usE MST 48 FLOOR-FLOOR U lift at 1st Floor § ft. min. wall) I:Ls.w.= OTM= RM= UPLIFT= 6 ft 38805 ft-lb 1757 ft-lb 6175 lb 0.6[(2'/2 +2'/2+1 ')( 12)+(8')( 15) +(1.33'/2)(10))(6°)2/2 Use Type._! __ 4 _ __.!Wall USE HDU8 w/SSTB28 AT FOUNDATION. LINE 3 WALLS: Distribution: Fir. W# H' W#H' U lift at 2nd Floor 11 ft. min. wall) 2 792 17 13464 I:Ls.w.= 14 ft 1 1037 8 8296 OTM= 6336 ft-lb Tot. O.T.M.= 21760 ft-lb RM= 9878 ft-lb 0.6((24'/2 +2')(12)](14')2/2 UPLIFT= 0 lb No Uplift 2 Fir. v= 57 lb/ft Use Type I fWall IUSE MST 48 FLOOR-FLOOR U lift at 1st Floor 11 ft. min. wall) I:Ls.w.= 14 ft OTM= 21760 ft-lb RM= 22402 ft-lb 0.6((24'/2+1 ')(12)+(8')(15) UPLIFT= 0 lb +(21'/2)(10)](14')2/2 1 Fir. v= 131 lb/ft Use Type! 1 !wall No Uplift USE HDU2 w/SSTB16 AT FOUNDATION. LINE 4 WALLS: Distribution: Fir. IW# H' W#H' U12lift at 1st Floor( 4.75 ft. min. wall) 1: 16201 8 12960 I:Ls.w.= 4.75 ft Tot. O.T.M.= 12960 ft-lb OTM= 12960 ft-lb RM= 1064 ft-lb 0.6((2'/2+1 ')(12)+(8')( 15) UPLIFT= 2504 lb +(2)( 1.33'/2)( 1 O)]( 4. 75')2/2 1 Fir. v= 341 lb/ft Use Type I 1 !Wall USE HDU2 w/SSTB16 AT FOUNDATION. Distribution: Fir. W# H' 2 1343 1 9391 Tot. O.T.M.= 2 Fi r. v= 90 lb/ft 1 Fir. v= 152 lb/ft Distribution: Fir. W# H' 2 1314 1 975 1 1480 Tot. O.T.M.= 2 Fir. v= 247 lb/ft 1 Fir. v= 260 lb/ft LINE 5 WALLS: W#H' U lift at 2nd Floor 15 ft. min. wall) 17 22831 I:Ls.w.= 15 ft 8 17 8 10 7512 30343 ft-lb Use Type I 1 Use Type I LINE A W#H' 22338 7800 14800 44938 ft-lb OTM= 10744 ft-lb RM= 9261 ft-lb 0.49[(24'/2 +2')(12))(15°)2/2 UPLIFT= 99 lb fWall fUSE MST 48 FLOOR-FLOOR U lift at 1st Floor 15 ft. min. wall) ~Ls.w.= 15 ft OTM= 30343 ft-lb RM= 21002 ft-lb 0.49((24'/2+1 ')(12)+(8'}(15} UPLIFT= 623 lb +(21 '/2)(1 0))(15°)2/2 fWall USE HDU2 w/SSTB16 AT FOUNDATION. WALLS: U lift at 2nd Floor ~ ft. min. wall) ~Ls.w.= 5.33 ft OTM= 10512 ft-lb RM= UPLIFT= 1968 ft-lb 0.6((34.5'/2 +2')(12)1(5.33°)2/2 1603 lb Use Type ... I __ 2_ ... !Wall IUSE MST 48 FLOOR-FLOOR ~U=pl=ift'---'a=t~1 =st;::::F=lo=o=r(~l-.:=-7 _J ft. min. wall) ~Ls.w.= 14.5 ft OTM= 21694 ft-lb RM= 5894 ft-lb 2257 lb 0.6[(34.5'/2 +2')(12)+(8')(15) +(10'/2)(10)](7°)2/2 UPLIFT= Use Type ._I __ 2 _ ___.I Wall USE HDU2 w/SSTB16 AT FOUNDATION. LINE B WALLS: Distribution: Fir. W# H' W#H' U lift at 2nd Floor 6.5 ft. min. wall) 2 792 17 13464 I:Ls.w.= 6.5 ft 1 1490 8 11920 OTM= 6336 ft-lb Tot. O.T.M.= 25384 ft-lb RM= 2129 ft-lb 0.6[(24'/2 +2')(12)](6.5')212 UPLIFT= 647 lb 2 Fir. v= 122 lb/ft Use Type I iWall iUSE MST 48 FLOOR-FLOOR U lift at 1st Floo 1 ft. min. wall) I:Ls.w.= ft OTM= 12692 ft-lb RM= 1994 ft-lb 0.6[(24'/2 +2')(12)+(8')(15) UPLIFT= 2675 lb +(15'/2+10.5'/2)(10)](4°)2/2 1 Fir. v= 285 lb/ft Use Type I 2 IWall USE HDU2 w/SSTB16 I AT FOUNDATION. OR: USE HDU2 w/ 5/8"x10" EMBED. AT FOUNDATION. USE SET-XP EPOXY, ESR-2508, FOLLOW ALL MANUF. RECOMMENDATIONS. LINE C WALLS: Distribution: Fir. W# H' W#H' Uplift at 1st Floor( 7.5 ft. min. wall) 1 1946 8 1 5568 I:Ls.w.= 7.5 ft Tot. O.T.M.= 15568 ft-lb OTM= 15568 ft-lb RM= 2345 ft-lb 0.6((15'/2)(10)+(8')(8)](7.5°)2/2 UPLIFT= 1763 lb 1 Fir. v= 259 lb/ft Use Type ._i ___ _.iWall USE HDU2 w/SSTB16 AT FOUNDATION. LINE D WALLS: Distribution: Fir. W# H' W#H' 2 1827 17 31059 U lift at 2nd Floor H ft. min. wall) Z:Ls.w.= 14 ft 1 432 8 3456 OTM= 1 1480 10 14800 Tot. O.T.M.= 49315 ft-lb RM= 13582 ft-lb UPLIFT= 74 lb 0.6[(34.5'/2 +2')(12)](14°)2/2 2 Fir. v= 131 lb/ft Use Type ._! __ 2 __ jwa11 !USE MST 48 FLOOR-FLOOR Check Perforated Shear Wall Design: 6'-6" NET IN 14'-0" WALL (LINED@ ROOF) PIER UNIT SHEAR= (1827 lb)/(6.5' NET)= 281 lb/ft GOVERNS DRAG FORCE = 7.5'(281-131) = 1125 lb EFFECTIVE h/w= 5'/2.5'= 2: 1 OK USE CS16 STRAP (Lmin=4') Uplift at 1st Floor( 6.5 I:Ls.w.= 6.5 ft OTM= 49315 ft-lb RM= 4533 ft-lb UPLIFT= 6890 lb ft. min. wall) 0.6[(34.5'/2 +2')( 12)+(8')( 15) +( 1.33'/2)( 10)](6.5°)212 1 Fir. v= 575 lb/ft Use Type ._! __ 4 _ ___.!Wall USE HDU8 w/SSTB28 AT FOUNDATION. LINE E WALLS: Distribution: Fir. IW# H' W#H' Uplift at 1st Floor( 7.5 ft. min. wall) 8 13472 I:Ls.w.= 17 ft 1: 16841 Tot. O.T.M.= 13472 ft-lb OTM= 5944 ft-lb RM= 225 ft-lb 0.6((1.33')(10)](7.5')2!2 UPLIFT= 762 lb 1 Fir. v= 99 lb/ft Use Type I 1 !Exist. Wall 1□~~ ~~l~T. lir'.i2 LINE F WALLS: Distribution: Fir. W# H' W#H' U lift at 2nd Floor 4.5 ft. min. wall} 2 924 17 15708 ~Ls.w.= 4.5 ft 1 1296 8 10368 OTM= 7392 ft-lb Tot. O.T.M.= 26076 ft-lb RM= 145 ft-lb 0.6[(2'/2 +1 ')(12)](4.5°)2/2 UPLIFT= 1610 lb 2 Fir. v= 205 lb/ft Use Type I 1 !Wall IUSE MST 48 FLOOR-BEAM For vertical/horizontal irregularity #4 for offset walls, Increase Loads by 25%: Uplift at 1st Floor( 2 ft. min. wall} Tot. O.T.M.= 32595 ft-lb ~Ls.w.= 4 ft OTM= 16298 ft-lb RM= 189 ft-lb 0.6[158 DL](2°)2l2 UPLIFT= 8054 lb 1 Fir. v= 694 lb/ft Use Type ! WSW24x8 !StrongWalls Wind Governs: Va= (2)(5515 lb)= 11030 lb > 2220 lb OK USE (2)-WSW24x8 STRONGWALLS. FASTEN TO FOUNDATION w/WSW-AB1x24; W=24", de=8". Seismic Load Effects on Beams including Overstrength Factor: Basic Combinations for ASD 12.4.3.2 #5 (1.0 + 0.14S05)D + 0.7O0QE =1.11 D + 2.1QE #6 (1 .0 + 0.105S05)D + 0.525O0QE + 0.75L =1 .08 D + 1.58QE+ 0.75 L Load Comb. #5 governs for significantly high seismic loads. Load Comb. #6 governs for significantly high live loads and lesser seismic loads. Evaluate FB-8 at Line F: L = 12 ft #5: wo= 1.11 (204 lb/ft DL)= 226 lb/ft OE= 1610 lb uplifUdownforce from Line F@ 8.5' from left end. 2.1QE= 3381 lb P. Wo= 226 lb/ft w 2.1QE= 3381 lb L,= 8.5 ft L2= 12.5 ft RR=[PL1 +w(L1 +L2)*(L, +L2)/2]/(L1 +L2)= 3742 lb RL =P+w(L1 +L2)-RR= 4386 lb 4386 lb TRY ... 7" x 14" 2.0E PSL 29565 ft-lb Va= 18945 lb Ma= 54325 ft-lb IUSE SPECIFIED 7 x 14 2.0E PSL Seismic Load effects on beam governs shear in comparison to vertical dead+live loads WSW Grade Beam Design f = y f' = C ~1 = cp = Pbal = (~1*0.85*fc'/fy)(87000/(87000+fy)) = Pmax = 0. 75*Pbal = Pmin = Try 24"W x 24"D Gradebeam: 60 ksi 2500 psi 0.85 0.9 0.0178 0.0134 0.0018 width b = 24 in effective depth d = total depth -3" = 21 in Select Flexural Reinforcement: steel reinforcement Ast= p = A5/b*d = check ACI requirements: Pmin :,; p :,; Pmax: W = p*f/fc' = R = w*fc'*(1-0.59*w) = a= A5t"f/(0.85*fc'*b) = Mn1calc'dl = Astf/(d-a/2) = cpMn = Mca1c = (8054 lb uplift)(2')= (1) -#4 (2) -#4 0.2 0.4 0.0004 0.0008 ng ng 0.0095 0.0190 24 47 0.235 0.471 20882 41529 18794 37376 16108 lb-ft (3) -#4 (2) -#5 0.6 0.62 0.0012 0.0012 ng ng 0.0286 0.0295 70 73 0.706 0.729 61941 63969 55747 57572 (Line F, WSW Cales) Mu= O*Mca1cl 0.7 (STRENGTH LEVEL) 0= 1.25 TABLE 12.2-1 Mu = 28764 lb-ft Mu < q>Mn ? Try (3) · #5: 85596 lb-ft > 28764 lb-ft OK Check Shear Reinforcement: Vu = Pu= Where Mu and Vu occur simultaneously: Ve= [1.9✓(fc') + 2500pwVudlMulbwd = 8054 lb 48141 lb 11.3.2.1 0.49 No, OK 36106 lb 18053 lb (3) -#5 0.93 in2 0.0018 ok 0.0443 108 1.094 95106 85596 lb-ft Check if Vudl Mu > 1.0 cpVn = cpVc = cpVcf2 = Is Vu < cpVc/2 ? YES. no additional shear reinforcement is req'd Detailing Req'ts for Grade Beam: Use #3 stirrups throughout flexure length of the gradebeam: d/4= 5 in 8d1= 4 in ACI 21 .3.3.2 24x hoop bar dia.= 9 in 12 in 12 in 1) locate first hoop 2" from column face. 2) provide hoops in regions equal to twice the member depth on both sides of section where flexural yielding is likely to occur. Use 24"W x 24"D Grade Beam, 2500 psi cone. w/ (3)-#5 long. bars top & bot. Place #3 hoops at 4 in. o.c on each side of WSW strong wall and extend 30", place first hoop 2" from AB 1x24. ESR-2652 Most Widely Accepted and Trusted Page 7 of 41 TABLE 2-ALLOWABLE ASD IN.PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL WOOD SHEARWALL (WSW) '\-3 ON CONCRETE FOUNDATION 2,500 psi Concrete 3,000 psi Concrote Seismic Wind Seismic Wind Strong-Allow. Anchor Anchor Anchor Anchor Wall Wood Vertical Allow. Drift Tension Allow. Drift at Tension Allow. Drift at Tension Allow. Drift at Tension ShHrwall Load,P ASD at at ASD Allow. at ASD Allow. at ASD Allow. at Model (lb.) Shaar Allow. Allow. Shear, Shear, Allow. Shear, Shear, Allow. Shear, Shear, Allow. Load,V Shear, Shear, V(lb.) I), (In.) Shaar, V (lb.) 6 (In.) ShHr, V(lb.) 4(In.) Shear, (lb.) 6(In.) T (lb.) T(lb.) T(lb.) T(lb.) 1,000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375 WSW12x7 4.000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375 7,500 1,065 0.31 10,285 1,380 0.43 13,370 1,065 0.31 10,285 1,380 0.43 13,375 1,000 2,475 0.31 13,865 2,980 0.40 16,675 2,475 0.31 13,865 3,225 0.43 18,040 WSW18x7 4,000 2,475 0.31 13,865 2,710 0.36 15,160 2,475 0.31 13,865 3,225 0.43 18,040 7,500 2.475 0.31 13,865 2,395 0.32 13.395 2.475 0.31 13,865 2,910 0.39 16,280 1,000 5,515 0.29 22,710 5,515 0.32 22,710 5,515 0.29 22.710 5,515 0.32 22,710 WSW24x7 4,000 5,515 0.29 22,710 5,400 0.31 22,240 5,515 0.29 22,710 5,515 0.32 22,710 7,500 5,515 0.29 22,710 4,950 029 20,390 5,515 0.29 22,710 5,515 0.32 22,710 1,000 960 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14.420 WSW12x8 4,000 980 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14,420 7.500 960 0.39 11.125 1,155 0.49 13,370 960 0.39 11,125 1,245 0.53 14,420 1,000 2,430 0.39 16,245 2,490 0.42 16,675 2,430 0.39 16,245 2,925 0.50 19,560 WSW18x8 4.000 2,430 0.39 16,245 2.265 0.38 15,160 2,430 0.39 16,245 2,695 0.46 18,045 7,500 2.430 0.39 16,245 2,000 0.34 13,395 2.430 0.39 16,245 2 435 0.41 16,280 -1,000 4,945 0.37 24,355 4,840 0.40 23,830 4,945 0.37 24,355 (5,515) 0.45 ..... 27.150 WSW24x8 4,000 4,945 0.37 24,355 4,515 0.37 22,240 4.945 0.37 24,355 5,360 0.44 26.395 7,500 4.945 0.37 24,355 4,140 0.34 20,390 4,945 0.37 24,355 4,985 0.41 24,540 1,000 790 0.43 10,310 1,020 0.60 13.335 790 0.43 10,310 1,020 0.60 13,335 WSW12x9 4,000 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335 7,500 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335 1,000 1,920 0.43 14,505 2.210 0.53 16,675 1,920 0.43 14,505 2,515 0.60 18,980 WSW18x9 4,000 1,920 0.43 14,505 2,010 0.48 15,160 1,920 0.43 14,505 2,390 0.57 18,045 7,500 1,920 0.43 14,505 1,775 0.42 13,395 1,920 0.43 14,505 2,155 0.51 16,280 1,000 4,190 0.43 23,275 4,290 0.46 23,830 4,190 0.43 23,275 5,035 0.54 27,985 WSW24x9 4,000 4,190 0.43 23,275 4,000 0.43 22,240 4,190 0.43 23,275 4,750 0.51 26,395 7,500 4,190 0.43 23,275 3,670 0.40 20,390 4,190 0.43 23,275 4,415 0.48 24,540 1,000 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810 WSW12x10 4,000 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11.810 7,500 630 0.50 9,175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810 1,000 1.715 0.49 14,440 1,980 0.59 16,675 1,715 0.49 14,440 2,225 0.67 18,715 WSW18x10 4.000 1.715 0.49 14,440 1,800 0.54 15,160 1,715 0.49 14,440 2,145 0.64 18,045 7,500 1,715 0.49 14,440 1,590 0.48 13,395 1,715 0.49 14,440 1,935 0.58 16,280 1,000 3,675 0.48 22,740 3,850 0.54 23,830 3,675 0.48 22,740 4,520 0.63 27,965 WSW24x10 4,000 3,675 0.48 22,740 3.590 0.50 22,240 3,675 0.48 22,740 4,265 0.60 26,395 7,500 3,675 0.48 2.2,740 3,295 0.46 20,390 3,675 0.48 22,740 3,965 0.55 24,540 1,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810 WSW12x11 4,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11.810 7,500 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810 1,000 1.510 0.53 14,010 1,800 0.67 16,675 1.510 0.53 14,010 1,975 0.73 18,335 WSW18x11 4.000 1,510 0.53 14,010 1,635 0.61 15,160 1,510 0.53 14,010 1,945 0.72 18,045 7,500 1,510 0.53 14,010 1,445 0.54 13,395 1,510 0.53 14,010 1,755 0.65 16,280 1,000 3,295 0.53 22,485 3,490 0.58 23,830 3,295 0.53 22.485 4,100 0.69 27,985 WSW24x11 4,000 3,295 0.53 22,485 3,260 0.55 22,240 3,295 0.53 22,485 3,865 0.65 26,395 7,500 3,295 0.53 22,485 2,985 0.50 20,390 3,295 0.53 22.485 3,595 0.60 24,540 1,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915 WSW12x12 4,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915 7,500 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915 1,000 1,340 0.58 13,580 1,645 0.75 16,675 1,340 0.58 13,580 1,755 0.80 17.770 WSW18x12 4.000 1,340 0.58 13,580 1.495 0.68 15,160 1,340 0.58 13,580 1,755 0.80 17.770 7,500 1.340 0.58 13,580 1,320 0.60 13,395 1,340 0.58 13.580 1,605 0.73 16,280 1,000 2,920 0.58 21,795 3,195 0.66 23.830 2,920 0.58 21.795 3,750 0.77 27,985 WSW24x12 4,000 2,920 0.58 21,795 2,980 0.61 22,240 2,920 0.58 21.795 3,540 0.73 26,395 7,500 2,920 0.58 21.795 2,735 0.56 20,390 2,920 0.58 21,795 3,290 0.68 24.540 See footnotes on next page. ESR-2652 I Most Widely Accepted and Trusted RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE TOP PLATES ¼" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN ¼", SEE 9/WSW2. REGISTERED DESIGN PROFESSIONAL IS PERM ITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. II " II :l11 11 4 -u 4 WSW-TOW SHEAR TRANSFER PLATE SEE 1 0/WSW2 FOR ALLOWABLE EDGE AND FACE DRILL ZONES STRONG-WALL® WOOD SHEARWALL WSWHOLDOWN HEX NUT AND STRUCTURAL WASHER WSW DESIGNED TO PROVIDE Ya" GAP BETWEEN LSL AT BASE OF WSW AND CONCRETE. ENSURE CONCRETE IS LEVEL AND SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY. 21WSW2 -SINGLE-STORY WSW ON CONCRETE FIGURE 1-STRONG-WALL WOOD SHEARWALL DETAILS (21WSW2) Page 12 of 41 ALTERNATE ESR-2652 Most Widely Accepted and Trusted Page 23 of 41 r-WSW-AB SHEAR REINFORCEMENT PER 5/WSW1 WHEN WSW-AB 2Ya· ______ _ REQUIRED. r MINIMUM CURB/STEMWALL WIDTH PER 5/WSW1. 2½"+--------rl!1r'--,..~ SHEAR REINFORCEMENT PER 51WSW1 WHEN REQUIRED. H S"MIN. FOR WSW-AB7/8 6" MIN FOR WSW-AB1 5" MIN. FOR WSW•AB7/8 -+---- 6" MIN FOR ~--- WSW-AB1 w H 5" MIN. FOR WSW-AB7/8 6"MIN FOR WSW-AB1 1/2W 1/2W w SLAB ON GRADE FOUNDATION CURB OR STEMWALL FOUNDATION w REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. /WSW-AB r MINIMUM CURB/STEMWALL WIDTH PER 5/WSW1. 2Ya•+--------,-;'1,,-L-......,..~ SHEAR REINFORCEMENT H 5" MIN. FOR WSW-AB7/8 6"MIN FOR WSW-AB1 1/2W l • w . ., ' . ., 1/2W PER 5/WSW1 WHEN REQUIRED. INTERIOR FOUNDATION BRICK LEDGE FOUNDATION NOTES: 1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3. MAXIMUM H = le · de, SEE 3/WSW1 AND 4/WSW1 FOR le· 1/WSW1 -STRONG-WALL WOOD SHEARWALL ANCHORAGE -TYPICAL SECTIONS FIGURE 6-STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (1/WSW1) ESR-2652 Most Widely Accepted and Trusted Page 24 of 41 DESIGN CRITERIA SEISMIC WINO NOTES: SIMPSON STRONG-WALL'- WOOD SHEARWALL ½W w 1-. 1·.-+---~~,-,...-• ½W J· ~__. __ L .:.:_ ½W .. ½W SEE TABLE BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY WSW-AB WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE WSW-AB7/8 ANCHOR BOLT WSW-AB1 ANCHOR BOLT CONCRETE ANCHOR ASD ASD CONDITION STRENGTH ALLOWABLE W(ln.) de (In.) ALLOWABLE W(in.) TENSION (lb.) TENSION (lb.) 11,900 27 9 16,100 33 STANDARD 17,100 13,100 29 10 35 CRACKED HIGH 24,900 43 15 33,000 51 STRENGTH 27,100 46 16 35,300 54 12,500 15,700 24 8 28 STANDARD 13,100 25 9 17,100 30 UNCRACKEO 32,300 HIGH 25,300 38 13 44 STRENGTH 27,100 40 14 35,300 47 5,100 14 6 6,200 16 STANDARD 8,700 20 7 11,400 (24) 13,100 27 9 17,100 32 CRACKED 15,900 30 10 21,100 36 HIGH 18,400 33 11 27,300 42 STRENGTH 23,100 38 13 31,800 46 27,100 42 14 35,300 50 5,000 12 6 6,400 14 STANDARD 9,300 18 6 12,500 22 13,100 23 8 17,100 28 UNCRACKEO 15,200 25 9 21,900 32 HIGH 19,900 30 10 26,400 36 STRENGTH 24,000 34 12 31,500 40 27,100 37 13 35,300 43 de (In.) 11 12 17 18 10 10 15 16 6 ( 8) 11 12 14 16 17 6 8 10 11 12 14 15 1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX DANO ACI 318-14 WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKEO CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW-AB ANCHOR BOLT. STANDARD {ASTM F1554 GRADE 36) OR HIGH STRENGTH {HS) {ASTM A449), 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C -F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION 0.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND BAND DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN {SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1N-/SW1 FOR d.. 2/WSW1 -STRONG-WALL WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE FIGURE 6-STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (2/WSW1) -• SHEAR SCHEDULE REV. PER 2016 C>U=. lll.DG. COOE (1~1/201n L WALL NAILING FO\HlATIOO SHEAR~ L ~ ~ WALL MATERIAL NAIL ~ ~ irl~~G ~a 1.ffl SP~ rbJ~ MJcr\~ ~ 1 260 318" COX OR OSB Pl YWD .. 8d 6" 12" 'J2" o/c 16d@10'o/c 16d@6"o/c 16" 16d@6"o/c A.15@16" ok 1 2 350 318" COX OR OSB Pl YWD .. 8d 4" 12" 24'ok 16d@10'o/c 16d@4'o/c 12" 16d@6"o/c A.15@12"ok 2 . 3 400 318" COX OR OS8 Pl YWD, .. 8d 3" 12" 24' o/c ~~r 16d@4'o/c 8" ~~ A.15@8"ok ·3 3xSU '4 640 318" sil_X OR OS8 Pl YWD, .. 8d 2" 12" 12" o/c 3/8"x6' LAGS 12" 16d@4'ok 8" ~~ A.15@8"ok '4 3x ok (PREDRlll ·s 770 1fl' COX OR OSB Pl YWD, 3xSU ... 10d 2" 12" B'o/c ~~ 16d@4'ok 6" ~~ A.15@6"ok . 5 '6 870 1fl' PI.YWD, STRUC I ... 10d 2" 12" 8"o/c ~~ 16d@4'o/c 6" ~~ A.15@6"ok '6 3xSU 10 180 lf ~i:&~r· TH 1/4 N. }'1r~ 6" 6" 48" o/c 16d@10'o/c 16d@8"ok 24' 16d@6"o/c A.15@24' o/c 10 SHEAR SCHEDULE NOTES . FRAMING AT ADJOINING PANEL EDGES SHALL NOT BE LESS THAN 3x OR WIDER AND NAILS SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 P.L.F. IN WOOD STRUCTURAL SHEAR WALLS: .. USE 8d(2½"x0.131" COMMON, 2½"x0.113 GALV. BOX) ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3" NOMINAL MEMBER. IN SHEAR WALLS WHERE THE TOTAL WALL DESIGN SHEAR • • • USE 10d(3"x0.148" COMMON, 3"x0.128" GALV. BOX) DOES NOT EXCEED 600 P.L.F., A SINGLE 2" NOMINAL SILL PLATE IS PERMITTED IF ANCHORED BY A. USE CDX, CC, OR SRO W/ EXT. GLUE IN LIEU OF STRUCTURAL PLYWOOD. TWO TIMES THE NUMBER OF BOLTS REQUIRED BY DESIGN. WOOD STRUCTURAL PANEL JOINT THESE VALUES ARE FOR DOUG. FIR. OTHER LUMBER SPECIES MAY REQUIRE AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES. CHANGES (USE OF OSB OR SIMILAR PRODUCTS INSTALLED PER 1.C.C. THE FOLLOWING SHALL APPLY FOR SHEAR WALLS GOVERNED BY WIND OR SEISMIC LOADS: APPROVAL IS ADEQUATE) B. PROVIDE 2x BLOCKING AT HORIZONTAL PLYWOOD PANEL JOINTS. A. THE MINIMUM NOMINAL ANCHOR BOLTS DIA. SHALL BE 5/8". C. WHERE PLYWOOD IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING NOTE THAT THIS WILL REQUIRE A MINIMUM DISTANCE FROM THE ENDS OF IS LESS THAN 6" o/c PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING THE SILL PLATES TO BE 4-3/8" (AND A MAX. OF 12"). MEMBERS OR FRAMING SHALL BE 3x OR WIDER (OR 2-2x) AND B. PLATE WASHERS (MINIMUM SIZE OF 3"x3"x0.229" SHALL BE USED ON NAILS STAGGERED ON EACH SIDE. EACH ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO D. WHERE NAILS ARE SPACED AT 2" o/c, THEY SHALL BE STAGGERED AND 3x BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIA. AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED OR WIDER (OR 2-2x) FRAMNG MEMBERS SHALL BE USED AT ADJOINING A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER PANEL EDGES. AND THE NUT. E. USE ½"-x10" SILL BOLTS (7" MIN. EMBED INTO CONCRETE) AT 6'-0" O.C. SPACING C. NO POWER DRIVEN PINS SHALL BE USED IN LIEU OF ANCHOR BOLTS IN ALL BEARING WALLS FOR STRUCTURES TWO STORIES OR LESS (4'-0" O.C. AT THE EDGE OF SLAB. SPACING REQUIRED FOR THREE-STORY STRUCTURES). F. USE TITAN HD ½"-x6"L (FOR 2x PLATES) OR TITAN HD ½"-xB"L (FOR 3x PLATES, (2)-2x PLATES), ESR 1056 IN LIEU OF SILL BOLTS AT SAME SPACING TO 2500 P.S.I. FON. WHERE ALLOWED PER LOCAL CODE. :!i ESR-2611 Most Widely Accepted and Trusted Page 6 of7 TABLE 3-ALLOWABLE STRESS DESIGN (ASD) LOADS FOR SSTB ADDITIONAL INSTALLATIONS1'2'3 SSTB BOLTS AT STEMWALL: GARAGE FRONT (See Figures 11, 12, and 13) Dimensions fin. Allowable Tension Loads libs.) Model No. Stemwall Width Dia. Length Min. Embed. (I.) Wind & SOC A&B SOC C • F SSTB28 8 'la 29'1a . ....l\r- FIGURE 11-STEMWALL GARAGE FRONT Step-down End 24'ls 7,015 .. . . ... . .. ·. ;, FIGURE 12-PERSPECTIVE VIEW SSTB BOLTS AT SLAB ON GRADE: EDGE (See Figures 14, 15, and 16) Dimensions (In.) Comer Steo-down End Comer 7,045 5,895 5,920 . : ... . , . 4" min i- 4"min --i I -1s• min---! FIGURE 13-PLAN VIEW Allowable Tension Loads (lbs.) Model No. Footing Width Dia. Length Min. Embed. (10) Wind & SOC A&B SOC C -F SSTB16 SSTB20 SSTB24 SSTB28 SSTB34 SSTB36 12 12 12 12 12 12 -l 14-12"-t 1 1/2" ,Is 17"1a ,Is 21,la 'la 25,la Is 29 Is 'Is 34 Is 'lo 36 1. Mldwall 12,18 5,355 1s,10 6,550 20,18 6,675 24 Is 13,080 28 ls 13,080 28 la 13,080 Mldwall Comer .. \ FIGURE 14-SLAB EDGE FIGURE 15-PERSPECTIVE VIEW SSTB BOLTS AT SLAB ON GRADE: GARAGE CURB (See Figures 17, 18, and 19) Dimensions !in.) Comer 5,355 6,550 6,675 13,080 13,080 13,080 •' . ' ... ... .. I I 1-l 4"min Mldwall 3,780 4,785 5,790 11,060 11,060 11,060 •. I • I I I • I •• I Slab not shown fordarily Corner 3,780 4,785 5,790 11,645 11,645 11,645 .---:.-~--:-]12" . .. : .. . . .. FIGURE 16-PLAN VIEW Allowable Tension Loads libs.) Model No. Curb Width Dia. Length Min. Embed. (I.) Wind & SOC A&B SOC C -F SSTB28 6 -l -12"-t 1 1/2" FIGURE 17-SLAB GARAGE CURB 1. 29 1. Steo-down End 24 Is 10,085 FIGURE 18-PERSPECTIVE VIEW For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N, 1 psi = 6.895 kPa. Com er 12,375 . . Steo-down End Comer . .. • .. . . . .. : . 8,475 10,395 l Slab not • I I shown I for darity I \..--------, • I I ... 1 : • • • • • •• "',, I .,. •• • " •.. I t I • •. I • I 4" min -H i.+ 4" min l--16"min---j FIGURE 19-PLAN VIEW 1 Unless noted otherwise, see footnotes 1, 2, 4, 5, 7 and 8 under Table 1. 2Top #4 rebar not required. 3Midwall loads apply when the anchor is 1.5 1. or greater from the end. For bolts acting in tension simultaneously, minimum bolt center-to- center spacing is 3 '•· CBR2019-3204 2859 CACATUA ST n ,. ::a r-u, m ,. a ~ n ,. co N 0 0 co N a, CII co n ,. n ,. -t C ,. (I) -t ■ MATHIS: 1,119 SF ADDITION (LIVING AREA & MBR + ADDING 2 BEDROOMS UPSTAIRS)// 400 SF REMODEL // 254 SF DECKS II 190 SF PATIO II 43 ADDITION TO GARAGE 2153701700 2/28/2020 CBR2019-3204 u, ii: ~ 0 -I n m 0 2: ...., ,. en a» z 0 z -0 U) ..... (I) co -C. m ,. a. a o ...., m z a ~ .. m -I a ... n u, ..... ,. ::a ~ --t ... co a N • C -0 0 en u, 0, z u, 7 I ------. -------A01G / 'P I I l )> I 0 I~ - ~ I I t---~ I - I DRAG 966# AOS_Q_ ,--,_- c------,-- )> 'Tl 0 c.u r---------c.u C "' -::c I' _--m m ► ~ )' 25-07-00 DRAG 1415# AU4G 5 i i IX Roof Truss Layout " ~ "" !'! ...., ~ ~ co Mathis Addition 0 0 0) ~ 2859 Cacatua St. w THIS IS A TRUSS PLACEMENT DIAGRAM ONLY NOTICE TO BUILDING OFFICIALS, ARCHITECHTS, AND ENGINEERS: NON-STRUCTURAL DRAWING INTENDED FOR TRUSS LOCATION INFORMATION ONLY N Carlsbad Ca 92009 Nii" Milek* Re: 190632 Mathis Addition 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: K7354686 thru K7354690 My license renewal date for the state of California is September 30, 2020. February 13,2020 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 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 property incorporate these designs into the overall building design per ANSlffPI 1, Chapter 2. Stone Truss. Inc.. Oceanside, CA-92054, 8.330 s Jan 22 2020 MITek Industries, Inc. Thu Feb 13 18:02:47 2020 Page 1 IO:emumlhzGLVJkR2UOW7cN7pzpsJl11TnU_hWN5z4ZmGugt)(76j9U934MVmE8$gcl.&4mzlTpM I .2-0-0 2-0-0 12-8-8 12-9-8 I 25-7-0 I 21-1-0 I 12-9-a 2-0-0 3x4 = 10x10 = 5.00[i2 2.50 [i2 12-8-8 3x4 II Plata Offsa1s (X Y).. 12·0-8-9 Eckle] [7·0-2--0 0--0-121 111·0-2--0 0--0-121 116·0-S-a EdQel 131·0-1 12 0--0-61 [32·0--0-6 0-2-81 I I I I I I I I I . I I I LOADING (psi) SPACING-2--0--0 CSI. DEFL in (loc) Vdefl TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(ll) --0.02 17 n/r TCDL 14.0 LumbarDOL 125 BC 0.10 Vert(CT) --0.03 17 n/r BCLL 0.0 • Rep Stress Iner YES WB 0.04 Horz(CT) 0.00 16 nla BCDL 10.0 Coda IBC2015/TPl2014 Matrix-S LUMBER- 25-7-0 12-9-8 Ud PLATES 120 MT20 120 n/a Weight 153 lb Scale= 1 :50.2 3x5 II 10x10 = GRIP 220/195 FT =20% TOPCHORD BOT CHORD OTHERS WEDGE 2X4 DF No.1&Btr G 2X4 OF No.1&BtrG 2X4DFSldG BRACING- TOPCHORO BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pur1ins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 DC bracing: 2-30,28-29, 19-20,16-18. Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb)- All bearings 25-7-0. Max Horz 2=-95(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) 2, 16, 25, 26, 27, 28, 29, 30, 23, 22. 21. 20, 19, 18 Max Grav All reactions 250 lb or lass at joint(s) 24, 25, 26. 27, 28, 23, 22. 21. 20 except 2-359(LC 23), 16•358(LC 24), 30•369(LC 1 ), 18•369(LC 1) FORCES. (lb)· Max. CornpJMax. Ten.· All forces 250 (lb) or less except when shown. WEBS 3-30=-269/137, 15-18:-269/134 NOTES• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterlor(2) -2-0--11 to 0-11-5, lnterior(1) 0-11-5 to 12-9-6, Exterior(2) 12-9-6 to 15-6-3, lntarior(1) 15-6-3 to 27-7-11 zone; cantilever left and right exposed ; end vertical left and right axposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gr1p DOL=1.60 3) AU plates are 2x4 MT20 unless otherwise Indicated. 4) Gable requires oontinuous bottom chord bearing. 5) This truss has been designed ror a 10.0 psi bottom chord live load nonooncurrent with any other ive loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in aN areas where a rectangle 3-6-0 taN by 2--0--0 wide will fit between the bottom chord and any other members. 7) A plate raUng reduction of 20% has been applied for the green lumber members. 8) Provide rnedlank:al oonnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 16, 25, 26, 27, 28, 29, 30, 23, 22, 21. 20, 19, 18. 9) Beveled plate or shim required to provide tun bearing surface with truss chord atjoint(s) 24. 25, 26, 27, 28, 29, 30. 23, 22, 21, 20, 19, 18. 10) No notches allowed In overhang and 20000 from left end and 20000 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 le ..... one i;., na.. ... .......___ _ ............... £WARNING· Vorlly de•lgn p,,rometors •n~ READ NOTES OH TIIJS AND INCLUDED MITEK REFERENCE PAGE Mll-7'13 rev. 10I03/2015 BEFORE USE. Deoq,lltllld lotuseonlyw!lll!MT_..,,_._ Thlodoolgn labaoed onty.-,_.,."'-n, and la loran lndMdualbulldlng-not • lrula ayllem. Before ute, tne boildlng dMlgfle, must Y9lify tile ~oldelign paramelanl and pt._ty lncctponlCo lhla doslgr, lnk>tne CWO<lll bullclng doll!J,. B,acing lndicltad la to _,.i bucl<lng ol lndMdulll trusa -and/or chord members only. AddJtlonal tempo,ary and permanent bracing 1a-,.--1or-,,anc11o~...--~_...lnjwyand~---For--~~tne -.--.del-,.oniclonandbraclngol-andlruNayolanll.--GNllllr------.~ ~--fromTiwol'laM-,218N. LN-.S..0..312.-. VA22314. February 13,2020 •• Milek· 250 Klug Cimo Corona, CA 92880 r~moo I K7354887 1 Refernnce (optiOnal) 8.330 a Jan 22 2020 MITek lndUatries, Inc. Thu Feb 13 16:20:22 2020 Pege 1 ID:emumlhzGLVJkR2UDW7cN7pzpsJl-ml3GfQlrfykDWNXkISdKnehlBLD4lF9kHFPBb6zlTYt -2-0-0 2-0-0 6-6-8 6-3-0 19-0-8 I 25-7-0 I 27-7-0 I 6-3-0 6-6-a 2-0-0 Scale • 1 :48.5 4x6 = 5 6x10 11 2.50 [iz 6x10 11 6-6-8 12-9.a 19-0-8 25-7-0 6-6-8 6-3-0 6-3-0 Plate Offsets (X Y}-[2·0-5-0 EdQel JS·0-3-0 0-2-41 [8·0-5-0 Eckle] [11 ·0-4-0 0-2 121 I I I I I I I I - LOADING (psi) SPACING• 2-0-0 CSI. DEFL In (foe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.88 Ve!l(LL) -0.24 11-12 >999 240 MT20 220/195 TCOL 14.0 LumberOOL 1.25 BC 0.95 Ve!l(CT) -0.86 11-12 >356 180 BCLL 0.0 . Rep Stress Iner YES WB 0.57 Horz(CT) 0.45 8 n/a n/a BCOL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 115 lb FT=20% LUMBER· TOP CHORD BOT CHORD WEBS SLIDER 2X4 OF No.1&BtrG 2X4 OF No.1 &Bir G 2X4 OF Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing dlrectty applied or 2-2-0 oc pur1Ins. Rigid ceiling directly applied or 2-2-0 oc bracing. Left 2x6 OF No.2 -G-x 2-5-14, Right 2x6 OF No.2 -G-x 2-5-14 REACTIONS. (lb/size) 2=126510-5-8 (min. 0-1-8). 8-=126510-5-8 (min. 0-1-8) Max Horz 2-.1oo(LC 17) Max Uplift 2--150(LC 12), 8a-150(LC 13) FORCES. (lb)• Max. CompJMax. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 2·3--563/0, 3-4a.2990/299, 4-21=-2499/175, 5-21a.2430/189, 5-22•-2430/185, 6-22--2499/170, 6-7=-2990/230, 7-8--563/0 BOT CHORD 2-12--289/2717, 11-12-.293/2746, 10-11--139/2746, 8-10"'-135/2717 WEBS 5-11 =-22/1391, 6-11 =-548/241, 4-11 =-548/220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu~110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cal 11; Exp C; Enclosed; MWFRS (envelope) geble end zone and C-C Exterior(2) -2--0-11 to 1--0-14, lnterior(1) 1--0-14 to 12-9-8, E.xtsrior(2) 12-9-8 to 15-9-8, lnterior(1) 15-9-8 to 27-7-11 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumbar 00La1 .60 plate grip OOL•1 .60 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncummt 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 e rectangle 3-6-0 !all by 2-0-0 wide will fit between the bottom chord end any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing et joint(s) 2, 8 considers parallel to grain value using ANSVTPt 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift et joint 2 end 150 lb uplift et joint 8. LOAD CASE(S) Standard • WARNING· Verll)' design ~nunotws and READ NOTES ON THIS A.ND INCLUDE.D r.ttTEK REFERENCE PAGE MU-7413 rov. 1C:Wll2015 BEFORE USE. Design valid for use onl)'wllh MIT--· Thia design la -only upon -"'-n, and la lor an Individual 1>1-.g -not atnMSoyllem. -.._, lhab<-.gdeoiglMl(rnusl~IIMI ~oldeaignparamo""8andpmperty.-po,elellliadoalgnifWOlhecwe,al ~ dolJgn. Bnocing lndlcaled Is to l)f9Y9fll budllng ol lndlviduol truss web lllld/ordlold .,..,_. only. _,_ ~ inl pormanont bracing ts-.iysrecµred lor~andto_t_ftllpoaatblo pononallnjuryinl~---Fo<gs.ag,aa100n,gar"ding lho fabricallon,..,,,_,doiYwy,onidloninl~ol-inltrussS)'SIMls.see A#IWTPff CINlll),~OSIMlJ-llCS/8'-.,~I Stdety--fromTNIIF'lalo-,218N.LN-Suite312,Alexandria.VA22314. February 13,2020 111· Milek· 250 tOug Clrde Corona. CA 92880 'Job Truss Truss Type Qty Ply Mathis Addition K7354688 190632 Stone Truss, Inc., -2-0-0 2-0-0 A03 SCISSORS Oceanside, CA · 92054, 5-9-14 6-11-10 3 1 Job Reference (Ol)tional) 8.330 s Jan 22 2020 MITek Industries, Inc. Thu Feb 1318:02:49 2020 Page 1 I0:emumlhzGLVJkR2UOW7cN7J)Z!)SJl-aivEONXddaKH?Z13?y9aoeaMftrSEOek8wqz8ezlTpK 19-9,-2 ~ I s.11-10 I S-6-6 I Scale = 1 :45.5 5x6 = 3x4 -:::::- 5x5 ,;:::- 4x6 -::::, 5x5 .::::- 5x8 = !, II 2x4 II exa II 2.50112 sxa 11 19-9,-2 5-9-14 6-11-10 6-11-10 S-6-6 Plate Offsets (X Y}-[2·0-3-15 Edge] [8·().3.5 0-2-121 [10·0-4-() 0-2-12] ' ' I I I LOADING (psf) SPACING-2--0-0 cs,. DEFL In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.83 Vert(LL) -0.21 10-11 >999 240 MT20 220/195 TCDL 14.0 LumberOOL 125 BC 0.84 Vert(CT) -0.79 10-11 >387 180 BCLL 0.0 • Rep Stress Iner YES WB 0.55 Horz(CT) 0.36 8 n/a n/a BCOL 10.0 Code IBC2015fTPl2014 Matrix-MS Weight: 118 lb FT=20% LUMBER· TOP CHORD BOT CHORD WEBS SLIDER 2X4 OF No.1&B1r G 2X4 OF No.1 &Bir G 2X4DFStdG BRACING- TOPCHORO BOT CHORD Structural wood sheathing direclly applied or 2-2-0 oc pur1ins. Rigid ceillng dlrec1ly applied or 10-0-0 oc bracing. Left 2x6 OF No.2-G-H 2-11-14, Right 2x8 OF No.2 -G-H 3-5-14 REACTIONS. (lb/size) 8=1107/Mechanical, 2"'1258/0-3-8 Max Horz 2•116(LC 12) Max Uplift 8a.105(LC 13), 2=-150(LC 12) FORCES. (lb)• Max. Comp./Max. Ten.• All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3048/323, 4-5=-25141221, 5-6=-25151233, 6-a=-3008/279 BOT CHORD 2-11=-333/2786, 10-11=-342/2816, 9--10=-210/2788, 8-9=-20112759 WEBS 5-10=-17/1364, 4-10=-620/235, 6-10=-601/256 NOTES- 1 ) Unbalanced roof live loads have been considered for thl& design. 2) Wind: ASCE 7-10; Vult-110mph (3-second gust) Vasd•87mph; TCOL=6.0psf; BCOL-6.0psf; h"25ft; Cal 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-2-0-11 to 1-2-14, lnterior(1) 1-2-14 to 12-9--8, Exterior(2) 12-9--8 to 15-9--8, lnterior(1) 15-9--8 to 25-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other i ve loads. 4) • Thia 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) Refer to glrder(s) for truss to truss connections. 7) Bearing atjolnt(s) 2 conslde<s parallel to grain value using ANSI/TPI 1 angle to grain fOITllula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) except (it"'lb) 8=1os. 2~1so. £WARNING• Vorlfy doslfln ,,.,..,.,,,.,. and READ NOTES ON THIS ANO INCLUOED MITEK REFERENCE PAGE MIP473 rov. tOI0.112015 BEFORE USE. Desis,, valid lor-only wW, MIT--. This design ls-only._. ___ and ill lor.., indMdual bulding-no1 atn.a&yolem.llelon,.-,h~~musl~h~oldellgn-andp,ope<ty--dellgnlolohC>Vefal ~ design. Bnlcing Indicated Is to~ budding ol__,.. truss web and/or dlord ......-,, only. Admtlonal ""'1pon,ty and ponnanonl btadng lsolweyc,--lor~andto-oollopoewilhpoooiblepononollnj\Jfyandpropeny--. Foo--~,_.,.,...., fabrication. storage, deliver/. eredlon and bnldnQ of truaNs and truss syolams,... ANSIITPff Quality-, 0884t-8CSI 8ulldlnQ ~t s.flety_,,,.llon --from TIUOI l'lallO -• 218 N. LN S1rNI, sun. 312, Aloxandrfa, VA 22314. February 13,2020 Ill Milek· 250 Klug Clrdo Corona, CA 92880 II -; 1 8.330 1Jan222020 MITek lndultries, Inc. Thu Feb 1318:20:43 2020 ,._ 1 ID:emumlhzGLVJkR2UDW7cN7pzpsJl-fnqC3b?OjOOEXcemONVF8331HpTOtiJq60_prOzJTYY -2.().() 12-9-8 19-9-2 25-7-0 I s.11-10 I 5-9-14 I 2.().() 5-8-14 7-0-10 Scale: 114•~1• 3x4 11 5x5 = 2.50[12 3x8 ~ 12-10-S 7-1-10 6-10-10 5-9-14 Plate Offsets ex Y)-12·0-2-2 0-5-11 12·0-2-10-0-81 12·0-1-11 0-s.01 18·0 2--0 0..0-121 110·0-2-8 Edge] 112·0-2--0 0..0..121 118·0-0-8 0..0..111 125•0-4--0 0-3-41 I I I I I I I -I I I I I I I I I LOADING (psi} SPACING-2--0-0 CSL DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) --0.27 26 >999 240 MT20 220/195 TCDL 14.0 LumberDOL 1.25 BC 0.60 Vert(CT) --0.92 25-26 >331 180 BCLL 0.0 • Rep Stress Iner YES we 0.76 Horz(CT) 0.50 18 nla nla BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight 163 lb FT=20% LUMBER- TOPCHORD BOT CHORD WEBS OTHERS WEDGE 2X4 DF No.1 &Bir G 2X4 DF No.1&Btr G 2X4DFStdG 2X4Df Std G BRACING- TOP CHORD BOT CHORD JOINTS Structural wood sheathing directly applied or 3-3-13 oc pu~lns. Rigid ceUlng directly applkld or 8-9-13 oc bracin9. Left: 2x4 DF Std -G REACTIONS. (lb/size) 18=1114/0-3-8 (min. 0-1-8). 2=1270/0-3-8 (min. 0-1-8) Max Horz 2=1 OO(LC 35) Max Uplift 18=-281(LC 38), 2=-326(LC 35) FORCES. (lb) -Max. Cornp.JMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-40=-3702/996, 3-40"'-3643/892, 3-4z-3561/873, 4-S--3552/813, 5-6=-3488/735, 6-7--2767 /552, 7-Sz-2711 /420, 8-9:o-2708/355, 9-10--2871 /293, 10-11 •-2729/320, 11-12"'-2780/383, 12-13--2785/451, 13-14 .... 2819/580, 14-15,.-3667ll25, 15-18z.3710ll98, 16-41z-3700/807, 17-41-3731/862. 17-18=-3846/976 BOT CHORD 2-31=-962/3304, 30-31=-850/3284, 29-30=-769/3302, 28-29--691/3292, 27-28=-654/3308, 26-27=-543/3308, 25-26=-488/3330. 24-25=-382/3486, 23-24=-439/3466, 22-23=-545/3461, 21-22=-593/3469, 20-21=-677/3469, 19-20=-751/3457, 18-19--873/3470 WEBS 10-25=-107/1734, 6-35=-848/353, 34-35=-852/354, 33-34=-853/357, 32-33=-851/356, 2S-32=-860/360, 25-36=-961/392, 36-37=-9491387, 37-38=-9511387, 38-39=-951/385, 14-39=-9471385 NOTES- 1) Unbalanced roof live loads have been considered for this design. 1 Brace at Jt(s): 33, 37 2) Wind: ASCE 7-10; Vult=110mph (3-cond gust) V8Sd=87mph; TCDL=6.0pst, BCDL=6.0pst, h=251l: Cat 11; Exp C; Enclosed; MWFRS (envelope) gable end zone end C-C Exterior(2)-2-0-11 to 0-11..S, tnterior(1) 0-11..S to 12-9-8, Exterto,(2) 12-9-8 to 15-6-3, lnterior(1) 15-6-3 to 25-6-5 zone; cantilever left and right exposed ; end vertical left and right exposad;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.80 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Oelails as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates ere 2x4 MT20 unless Olhelwlse Indicated. 5) Gable studs spaced at 1-4--0 oc. 6) This truss has been designed for a 10.0 psf bottom chord llve load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas whera a rectangle 3-8-0 tau by 2--0-0 wide .. WA;~,~: Vortty doslgn p,,r-.matcrs and ~D NOTES ON THtS AND INCLUDED MITEK REFERENCE PAGE Ml#-7413 rev. 1003/2015 BEFORE US£ Dnign Vllid fot ute Oflly wilh MIT-oonnectora. Thill c:lnignls bned 0f1ly __, ___ and Is fotan individual building c:omc,onont, not • truss ayslem. e.lc,e use, Ille building deSigner lllUII ..,;ty Ille llfll)li(:abili ol design peramete,g and propony lnootporate llli1 detlgn ..io Ille oven11 building dollgn. &acing Indicated is to preyent bucking al.-trun web and/or chonl ...,._. oriy. Addi1lonal ._ and pom,anent ~ Is always required for stability and 10 -t coltal)oe wllh --penonal lnltJry and property damage. For-, ~ r_.iing Ille f-. ..,,_, ""'-Y, orwdionand ~al-and lruss.,.,.,.,., -ANSVTPH O<-,,Crlllono, 058#-SCSIS-., ~ s.rwcy-..-1rom TI\IIO Plale -, 218 N. LN-. SOlt8 312. Alexandria, VA 22314. February 13,2020 --Milek" 250 Klug Cln:la Corona.CA 92880 ~Type 8.330 1 Jan 22 2020 MITek lndul1rieo, Inc. Thu Fe1> 13 18:20:43 2020 Page 2 ID:emumlhzGLVJkR2UDW7cN7pzpsJl-fnqC3b?OjOOEXcemONVF8331HpTOtiJq60_p<OzlTYY NOTES- 8) A plate ra~ng reduction of 20% has been applied for the green lumber members. 9) Beanng atjolnt(s) 18, 2 considers parallel to grain value using ANSVTPI 1 angle to grain fonnula. Building designer should verify capacity of bearing surface. 10) Provide machanlcal connection (by others) of tniss to beanng plate capable of withstanding 281 lb up(llt at joint 18 and 326 lb up(tft at joint 2. 11) This truss has been designed for a total drag load of 1415 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from ()..()-0 to 25-7-0 for 55.3 ptf. 12) No notches allowed in overhang and 20000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 lie 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 .. WARNING· Verlfydo•lgn paramotors and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MIJ.1473 rov. 1M>.v2015 BEFORE USE. O..V,valid for -~-MIT-c:ooi-.. l'Nsdetlgn iabaled ~--,--•and lsloran indMdual bulldingcon_,.nl. not • in.a ayslom. Belot9 use, 1lle buldlng deslgne( must verily 1lle ~ of detlgn pa,amelan! and propo,ty 1ncorpora1e this design into the overall ix--.g cmlgn, Bradng Indicated Is to prr,enl bud<lng of.---and/o,chord -~. Additional -and_, bf'8dng is always reqlind lor~and topn,_,101111apae w111, possible ponc,na11nj,ay aoo property--. For~~ n,ga,ding the 1-., al<Qge, ~ • ..-..:lion and bf'8dng of trusses and lru5s syslemS, see ANSIITPl1 Quallty Crlmlla, osut-SCSI 8ulldlng ~I Safofy-...,_ from Trua Plalo lnstitutlll, 218 N. Lee-. Sulw 312, Alexandria, VA 22314. --Milek· 250 Klug Circle c«ona, CA 92880 'Job Truss Truss Type Qty Ply Mathis Addition K7354690 190632 AOSO SCISSORS 1 2 Job Reference 1nn1;nru.i1 Stone Truss. Inc., Oceanside, CA· 92054, 6-6-8 6-6-8 8.330 s Jan 22 2020 MITek Industries, Inc. Thu Feb 1318.02.52 2020 Page 1 IO:emumlhzGLVJl<R2UOW7cN7pzpsJl-1RaN1PaWwVis$1meg4iHOOCzw5yzRRa8qu3dtzzlTpH ..:i.o.o 2-0--0 12-9-8 6-3-0 I 19-0-8 I 25-7--0 I 6-3-0 6-o-8 Scale = 1:45.9 4x4 = 5 ◄xS II 6-6-8 25-7--0 6-6-8 6-3-0 6-6-8 Plate Offsets (X n-12·0->2 Ed!lel [5·0-2--0 0-2-4I (B·0-2-14 Ed!lel ' ' I ' LOADING (psf) SPACING• 2--0-0 cs,. DEFL In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.44 Vert(LL) --0.12 10-11 >999 240 MT20 220/195 TCOL 14.0 LumberOOL 1.25 BC 0.53 Vert(CT) --0.45 10-11 >686 180 BCLL 0.0 • Rep Stress Iner NO WB 0.29 Horz(CT) 0.23 8 n/a n/a BCOL 10.0 Code IBC2015/TPl2014 Matrix-MS Weight: 224 lb FT:20% LUMBER- TOPCHORO BOT CHORD WEBS SLIDER 2X4 OF No.1&Btr G 2X4 OF No.1&Btr G 2X4 OF Std G BRACING- TOPCHORD BOT CHORD Structural wood sheathing direclly applied or 4-9-13 oc pur1ins. Rigid celllng directly applied or 10--0-0 oc bracing. Left 2x6 OF No.2 -G-H 2-5-14, Right 2x6 OF No.2 -G-H 2-5-14 REACTIONS. (lb/size) 8•1120/0-5-8, 2=1271/0-5-8 Max Horz 2•113(LC 43) Max Uplift 8"-230(LC 38), 2•-273(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less excep, when shown. TOP CHORD 2-4=-30041625, 4-5=-25221447, 5-6=-2523/459, 6-8=-3056/599 BOT CHORD 2-11=-63312730, 10-11=-451/2759, 9-10=-338/2812, 8-9=-519/2785 WEBS 5-10=-3511411, 6-10=-5931353, 4-10=-5421322 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 1--0--0 oc. Bottom chords connected as follows: 2x4 -1 row at 1--0-0 oc. Webs connected as follows: 2x4 -1 row at 1--0--0 oc. 2) All loads are considered equally applied to all plies, exceP1 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 considervd for this design. 4) Wind: ASCE 7-10; Vult=110mph (~second gust) Vasd=87mph; TCDL=G.Opsf; BCOL=G.Opsf; h=25ft; Cat. II; Exp C; Enck>sed; MWFRS (envelope) gable end zone end C-C Exterior(2)-2--0-11 to 1--0-14, lnterior(1) 1--0-14 to 12-9-8, Exterior(2) 12-9-8 to 15-9-8, lnter1or(1) 15-9-8 to 25-7-0 zone; cantilever left and r1ght exposed; end vertical left and r1ght exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gr1p OOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrant with any other five loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 34-0 tall by 2--0--0 wide wtll flt between the bottom chord and any olher members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 8, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wilhslanding 100 lb uplift at joint(s) except ijt=lb) 8=230, 2=273. 10) This truss has been designed for a tolal drag load of 966 lb. Lumber 00L=(1.33) Plate gr1p OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0--0-0 to 25-7--0 for 37.8 plf. £WARNING~ Vorlfy design ,,.,.mctors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ..7413 rov. 100312015 BEFORE US£ Deoqlvalidlot_o,w,..., MIT--. Thlsdeslgnlo_o,w,._, _,,,_,,_ and lolotan-...buldlng.,,.,_,..,., not a truu ayslom. -., uae. tl>e building dNlgnet mual w,ify tl>e appllcolJiity ot design po,ametera -Pf-1Y inoofpotlle lhla design Ink> tne OYelall 1>1-.g -.,.. B,-.g indll:ld<ld lo to pr9Wtr,t bocking o( lndlvldUlll lruas web and/or dlold ___,. O,W,. Adcitional ~ and pennanonl bfaci<,g lo alw,ryo roquired lot •.-Ya.., to -I a>llapN with ---' lnf\lrY and pn,peny da~. Fo, -guidance regan!ing Ille 1-. '""-• del1-y, erecllon and bnoclng ol lnlalff and lruas ayatema, aee ANSVTPlf Qua//lyCrlterla, O&IM9-8CSI &Ulldlflfl ~I $.toq-lJon -.blefn>m T<UM Pin I_, 218 N. LN S1rwl, SUlte 312, Alexandria, VA 22314. February 13,2020 Ill Milek· 250 Klug Clrclt 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. o-'~s" For 4 x 2 orientation, locate plates 0-t,.-from outside edge of truss. This symbol indicates the required direction of slots In connector plates. * Plate locatlon details avallable In MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ~ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPl1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Gulde to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 0 a:: 'I' 0 -J: <.> 0 a. 0 I- 8 6-4-8 1 dimensions shown In fUn•lxteenths (Drawings not to scale) 2 3 TOP CHORDS C2-3 WEBS CHI ce-1 BOTTOM CHORDS 7 6 5 0 a:: 0 J: 0 a. 0 I- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional slabllily bracing for truss system, e.g. diagonal Of X-bradng, Is always required. See SCSI. 2. Truss bracing must be desl"1ed by an engi.-r. For wide truss spacing, lndMdual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Navar exceed the design loading shown and never stack malerials 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. Kno1s and wane at joint locations era regulated by ANSVTPI 1. 7. Design assumes trusses wlll be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumbar shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire ralardao~ preservative treated, or green lumber. 10. Camber Is a non--structural consideration and Is Iha responslblllty of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and locallon dimensions Indicated are minimum plating requirements. 12. lumbar 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 purffns provided et spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 fl spacing, or less, If no calling Is lnataUed, unless otherwise noted. 15. Connections not shown are 1he responslblllty of others. 16. Do not cot or after truss member or plate without prtor approval of an engineer. 17. lnslaH and load vertically unless indicated otherwise. 18. Use of green or treated lumbar may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review an portions of this design (fron~ back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSVTPI 1 Qualty Criteria. Micah Mathis 2859 Cacatua Street Carlsbad. California 92009 EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. RECORD C 10925HARTLEYROADSUITEI . OPY SANTEE CALIFORNIA 92011 Crty of Carlsbad TEL. 619-258-7901 JUN 0 9 2020 June 7, 2020 BUILDl~dalt't8/~N 127H5 Subject: Observation of Footing Excavation for New Residential Addition 2859 Cacatua Street Carlsbad, California 92009 References: l. "Report of Fill Compaction Tests for New Residential Addition, 2859 Cacatua Street, Carlsbad, California 92009", Project No. l 9-l 127H5, Prepared by East County Soil Consultation and Engineering, lnc., dated June 4. 2020. 2. "Limited Geotechnical Investigation, Proposed Residential Addition, 2859 Cacatua Street, Carlsbad, California 92009'', Project No. I 9-1127H5, Prepared by East County Soil Consultation and Engineering, Inc., dated September 30, 2019. Dear Mr. Mathis: In accordance with your request, we have observed the footing excavations for the new residential addition at the subject site. The footings have been excavated to the proper depth and width into competent compacted fill soils and are in compliance with the approved building plans. Foundation excavations, soil expansion characteristics and soil bearing capacity are in accordance with the referenced geotechnical report (Reference No. 2). This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen, PE, GE Geotcchnical Engineer \ licah \.la this EAST COUNTY SOIL CONSU8.fi.~0RD COPY AND E~GINEERING. INC. 10925 HARTLEY ROAD. SlilTE "I" SANTEE. CALIFORNIA 92071 TEL. 619-258-790 I City of Carlsbad JUN O 9 2020 BUILDING DIV/~/Qt..i.. June~-~V'.!O 2859 Cacatua Street Carlsbad, California 92009 Project No I 9-l l 27H.5 Subject: Reference Report of Fill Compaction Tests for New, Residential Addition 2859 Cacatua Street Carlsbad. California 92009 "'Limited Geotechnical Investigation. Proposed Residential Addition. 2859 Cacatua Street, Carlsbad. California 92009 .. , Project No I 9-1 I '.UH\ Prepared by East County Soil Consultation and Engineering. Inc , dated September 30. 20 I 9 Dear \!tr vtathis· This report present the results of fill compaction tests performed on the building pad for the ne,\, additions to the south and east sides of the existing residence at the subject site Site grading was conducted between May 20 and 26, 2020 under the observation and testing of a reprcsenlati\ e of East County Soil Consultation & Engineering Inc. The surface soils ¼ithin the building area and to a distance of at least 5 feet outside building limits were removed and replaced with compacted fill to a depth of 4 feet Fill soils consisting of on-site clayey sand v.ere placed in 6 to 8-inch thit;k lifts, moisture- conditioned to near optimum moisture content and compacted in excess of 90 percent relati, e compaction. Compaction ,...,as achieved with the use of a track loader and a hand \Vacker In-place field density tests were performed on the compacted fill in accordance with AST\1 D 1556 (Sand Cone Method) The results of the field density tests and fill compaction \,alues are presented on Table T-1, Fill Compaction Test Results. Results of the laboratory maximum dry densit~, tests of the till soils are presented on Table L-1. Laboratory Ma.xiumum Density Test Results The approximate fill compaction test locations are shown on Plate \:n I Rcpor1 of Fill Comf)action Tc,ts for Ne,,. Residential Addition 2859 C'a<·atua Stred Carl~bad, California 921109 Pa!!<-' 2 .June· .t, 21120 Pro_jN·t 1'o. 19-l 127HS Thi, opportunit~ to be or service is appreciated If you have c1ny question!'.., or \\.C can be or further sen ice. ph.!a~c do not hc~itate to call or contact u, Rc:-.r,ectlullv Submitted, \lartin R. O\',en. PL. GL Gcotcclmical Engineer t\ttachmcnh Tables T-1 . l.-1 and Plate '\o I Rcpo11 of Fill C'om11action Tc~ts for N('\\. Rcsidt'ntial Addition 28:-9 Caratua Strct't Carl~bau. California 'J2009 TABLE T-1 Pagc 3 June ➔, 21120 Pro,it•rr No. 19-l 127HS FILL COMPACTION TEST RESl.LTS -t -TEST ~OIL FILL FIELD FIELD I \IAXIMlli\1 FILL RE~IARKS NO. I TYPE I DEPTH I l\'IOISTllRE I DR\ ORY CO!\IPACT!Oi\ (FEET) CO"'lTENT DE'ISITY I DENSITY (%) I I (%) t [PCF) I (PCf) l l ~ ~ +-I 2 18 5 10, 7 I I I(, O ')2 . -_.,_ -+ ---11 <,o f -----1 2 J_ l 2 JI)➔ llll< -I 'J➔ I ... •· - ~ FG ·T ' ' IX ~ 108 0 I I(, () I 9~ I 1 -· r--,·-7 ➔ ➔ FG IX , I l081 I Ir, O t)l r ~ I I -+ FG t I -2 IO<, -I Jr, o I lJ2 ... L - Fl'\ISI I GRADI SOIL TYPE r I I l 1 TABLE L-l LABORATOR, :\lAXIMl'M DEl'.SITY TF.ST RESllLTS ASTM 01557 SOIL DESCRIPTIO'\ l MAXll\-ll'M HR\ Df.'\~ITY (PCF) I I (1 I) OPlHllll\'I \101STl RE CO"ffE:\l 1%) PO 1 j I J EAST COUNTY SOIL CO~SULTATION & ENGINEERING, INC. 10925 HARTI.EY RD., SUITE I SA.1'1-rEE, CA 92071 GEOTECID\1CAL ENGl1''EE.RING Micah Mathis EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "I'' SANTEE, CALIFORNIA 92071 TEL. (619) 258-7901 FEB 2 8 2020 2859 Cacatua Street Carlsbad, California 92009 February 27, 2020 Project No. 19-l 127H5 Subject: Reference: Review of Foundation Drawings, Plans and Details for Proposed Two-Story Addition 2859 Cacatua Street Carlsbad, California 92008 "Limited Geotechnica1 Investigation, Proposed Residential Addition, 2859 Cacatua Street, Carlsbad, California 92009", Project No. 19-l 127H5, Prepared by East County Soil Consultation and Engineering, Inc. Dear Mr. Mathis: In accordance with your request, we have reviewed the foundation drawings, plans and details prepared by Ron's House Plans and Strong-Wall WSW for the proposed residential addition at the subject site .. The foundation plan and details were found to be in accordance with the recommendations presented in the referenced geotechnical report. Our firm should observe the foundation excavations for proper size and ernbedment into competent bearing soils. If we can be of further_ assistance, please do not hesitate to contact our office. Respectfully Submitted, Martin R. Owen, PE, GE Geotechnical Engineer CBR2019-3204 2859 CACATUA ST MATHIS 1,119 SF ADDITION (LIVING AREA & MBR + ADDING 2 BEDROOMS UPSTAIRS)// 400 SF REMODEL// 254 SF DECKS// 190 SF PATIO// 43 ADDITION TO GARAGE 2153701700 2/28/2020 CBR2019-3204 Micah Mathis EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "r SANTEE, CALIFORNIA 92071 (619) 258-7901 Fax 258-7902 2859 Cacatua Street Carlsbad. California 92009 Subject: Limited Geotecbnical Investigation Proposed Residential Addition 2859 Cacatua Street Carls~ California 92009 Dear Mr. Mathis: September 30, 2019 Project No. 19-1127H5 In accordance with your request, we have performed a limited geotechnical investigation at the subject site to discuss the geotechnical aspects of the project and provide recommendations for the proposed residential im.provcmenL Our investigation has found that the area of the proposed addition is underlain by loose to medium dense fill soils to a depth of approximately 4 to 5 feet below existing grade. Dense sandstone/ claystone of the Santiago Formation was underlying these soils to the explmed depth of 6 feet. It is our opinion that the construction of the proposed addition is geotecbnically feasible provided the recommendations herein are implemented in the design and construction. Should you have any questions with regard to the contents of this report, please do not hesitate to contact our office. Respectfully submitted. Mamadou Saliou Diallo. P .E. RCE 54071, GE 2704 MSD/md Micah Mathis/ 2859 Caca1ua Street/ Carlsbad PrqiecJ No. 19-1 l 27H5 TABLE OF CONTENTS INTRODUCTION .............................................................................................................................................. 3 SCOPE OF SERVICES ...................................................................................................................................... 3 SITE DESCRIPTION AND PROPOSED CONSTRUCTION ........................................................................ 3 FIELD INVESTIGATION AND LABORATORY TESTING ........................................................................ 4 GEOLOGY ......................................................................................................................................................... 4 Geologic Setting .................................................................................................................................... 4 Site Stratigraphy .................................................................................................................................... 4 SEISMICITY ...................................................................................................................................................... 5 Regional Seisntlcity .............................................................................................................................. 5 Seismic Analysis ................................................................................................................................... 5 2016 CBC Seismic I)esign Criteria ...................................................................................................... 5 Geologic Hazard Assessment ............................................................................................................... 6 GEOTECH:NICAL EVALUATION .................................................................................................................. 7 Compressible Soils ................................................................................................................................ 7 Expansive Soils ..................................................................................................................................... 7 Groundwater .......................................................................................................................................... 7 CONCLUSIONS AND RECOM.MENDA TIONS ............................................................................................ 7 GRADING AND EARTHWORK ..................................................................................................................... 8 Clearing and Grubbing .......................................................................................................................... 8 Structural Improvement of Soils ...............•............................................................................................ 8 Transitions Between Cut and Fill ......................................................................................................... 9 Method and Criteria of Compaction ...................................................................................................... 9 Erosion Control ..................................................................................................................................... 9 Standard Grading Guidelines ................................................................................................................ 9 FOUNDATIONS AND SLABS ...................................................................................................................... IO SETTLEMENT ................................................................................................................................................. 1 O PRESATURA TION OF SLAB SUBGRADE ................................................................................................ I 0 TEMPORARY SLOPES .................................................................................................................................. I I TRENCH BACKFILL ..................................................................................................................................... I I DRAINAGE ...................................................................................................................................................... I I FOlJNDA TION PLAN REVIEW ................................................................................................................... I I LIMITATIONS OF INVESTJGA TION ......................................................................................................... 11 ADDITIONAL SERVICES ............................................................................................................................ 12 PLATES Plate 1-Location of Exploratory Boreholes Plate 2 -Summary Sheet (Exploratory Borehole Logs) ................................................................... 13 Plate 3 -USCS Soil Classification Chart PAGE L-1, LABORATORY TEST RESULTS .............................................................................................. I4 REFERENCES ............................................................................................................................................... 15 2 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. /9-l / 27H5 INTRODUCTION This is to present the findings and conclusions of a limited geotecbnical investigation for a proposed addition to the existing single-family residence located at 2859 Cacatua Street, in the City of Carlsbad. California. The objectives of the investigation were to evaluate the existing soils conditions and provide recommendations for the proposed improvement. SCOPE OF SERVICES The following services were provided during this investigation: 0 Site reconnaissance and review of published geologic, seismological and geotechnical reports and maps pertinent to the project area 0 Subsurface exploration consisting of two (2) boreholes within the limits of the proposed area of improvement. The boreholes were logged by our Staff Geologist. 0 Collection of representative soil samples at selected depths. The obtained samples were sealed in moisture-resistant containers and transported to the laboratory for subsequent analysis. 0 Laboratory testing of samples representative of the types of soils encountered during the field investigation 0 Geologic and engineering analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed improvement SITE DESCRIPTION AND PROPOSED CONSTRUCTION The subject site is an irregular-shaped residential lot located on the south side of Cacatua Street, in City of Carlsbad, California. The property which encompasses an area of approximately a half acre is occupied by a two-story, single-family residence. The building pad is relatively level with general drainage to the north. Vegetation consisted of grass, shrub and a few trees. The parcel is bordered by Cacatua Street to the north and similar residential developments to the remaining directions. The site plan prepared by Ron's House Plans of Oceanside, California indicates that the proposed improvement will include an addition to the south and east sides of the existing house. The addition will be one and two-story, wood-framed and fmmded on continuous footings with a slab- on-grade floor. 3 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. 19-/ I 27H5 FIELD INVESTIGATION AND LABORATORY TESTING On September 11, 2019, two (2) boreholes were excavated to a maximwn depth of approximately 6 feet below existing grade with a hand auger. The approximate locations of the boreholes are shown on the attached Plate No. 1, entitled "Location of Exploratory Boreholes". A continuous log of the soils encountered was recorded at the time of excavation and is shown on Plate No. 2 entitled "Summary Sheet". The soils were visually and texturally classified according to the filed identification procedures set forth on Plate No. 3 entitled "USCS Soil Classification". Following the field exploration, laboratory testing was performed to evaluate the pertinent engineering properties of the foundation materials. The laboratory-testing program included moisture and density, maximum dry density and optimum moisture content, particle size analysis and expansion index tests. These tests were performed in general accordance with ASTM standards and other accepted methods. Page L-1 and Plate No. 2 provide a summary of the laboratory test results. GEOLOGY Geologic Setting The subject site is located within the southern ponion of what is known as the Peninsular Ranges Geomorphic Province of California The geologic map pertaining to the area (Reference No. 5) indicates that the site is underlain by sandstone/ claystone of the Santiago Formation (Tsa). Site Stratigraphy The subsurface descriptions provided are interpreted from conditions exposed during the field investigation and/or inferred from the geologic literature. Detailed descriptions of the subsurface materials encountered during the field investigation are presented on the exploration logs provided on Plate No. 2. The following paragraphs provide general descriptions of the encountered soil types. Fill (Of) Fill soils were encountered in the boreholes to depths of approximately 4 to 5 feet below existing grade. These soils generally consisted of light gray, clayey sand that was moist and loose to moderately dense in consistency. Santiago Formation (Tsa} Sandstone/ claystone of the Santiago Fonnation was underlying the fill soils. The material generally consisted of light gray, clayey sand that was moist and moderately dense to dense in consistency. 4 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. J9-l /27H5 SEISMICITY Regional Seismicity Generally, Seismicity within California can be attributed to the regional tectonic movement talcing place along the San Andreas Fault Zone, which includes the San Andreas Fault and most parallel and subparallel faults within the state. The portion of southern California where the subject site is located is considered seismically active. Seismic haz.ards are attributed to groundshaking from earthquake events along nearby or more distant Quaternary faults. The primary factors in evaluating the effect an earthquake has on a site are the magnitude of the event, the distance from the epicenter to the site and the near surface soil profile. According to the Fault-Rupture Haz.ard Zones Act of 1994 (revised Alquist-Priolo Special Studies Zones Act), quaternary faults have been classified as "active" faults, which show apparent surface rupture during the last 11,000 years (i.e., Holocene time). "Potentially-active" faults are those faults with evidence of displacing Quaternary sediments between 11,000 and 1.6 million years old. Seismic Analysis Based on our evaluation, the closest known "active" fault is the Rose Canyon Fault located approximately 7.6 miles (12 kilometers) to the west The Rose Canyon Fault is the design fault of the project due to the predicted credible fault magnitude and ground acceleration. The Seismicity of the site was evaluated utilizing the 2008 National Haz.ard Maps from the USGS website and Seed and Idriss methods for active Quaternary faults within a 50-mile radius of the subject site. The site may be subjected to a Maximum Probable Earthquake of 6.9 Magnitude along the Rose Canyon Fault, with a corresponding Peak Ground Acceleration of 0.40g. The maximwn Probable Earthquake is defined as the maximum earthquake that is considered likely to occur within a 100-year time period. The effective ground acceleration at the site is associated with the part of significant ground motion, which contains repetitive strong-energy shaking, and which may produce structural deformation. As such, the effective or "free field" ground acceleration is referred to as the Repeatable High Ground Acceleration (RHGA). It has been determined by Ploessel and Slosson (1974) that the RHGA is approximately equal to 65 percent of the Peak Ground Acceleration for earthquakes occurring within 20 miles of a site. Based on the above, the calculated Credible RHGA at the site is 0.26g. 2016 CBC Seismic Design Criteria A review of the active fault maps pertaining to the site indicates the location of the Rose Canyon Fault Zone approximately 12 km to the west Ground shaking from this fault or one of the major active faults in the region is the most likely happening to affect the site. With respect to this haz.ard, the site is comparable to others in the general area. The proposed residential addition should be designed in accordance with seismic design requirements of the 2016 California Building 5 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. /9-1 I 27H5 Code or the Structural Engineers Association of California using the following seismic design parameters: . :P~.TER: ·. ,,·: :_.t ·. ,.'' ;:... ~--,\ ...... ,.. . :_ .,.~ .. Site Class Mapped Spectral Acceleration For Short Periods, Ss Mapped Spectral Acceleration For a I-Second Period, S1 Site Coefficient. Fa Site Coefficient, Fv Adjusted Max. Considered Earthquake Spectral Resoonse Acceleration for Short Periods, SMs Adjusted Max. Considered Earthquake Spectral Resoonse Acceleration for I-Second Period, SM1 5 Percent Damped Design Spectral Acceleration for Short Periods, Sos 5 Percent Damped Design Spectral Acceleration for I-Second Period, S01 Geologic Hazard Assessment Ground Rupture Response Response VALUE . -20,16,<m¢ &~7~CES,i;·; D Table 20.3-1/ ASCE 7, Chaoter 20 1.029g Figure 1613.3.1(1) 0.399g Figure 1613.3.1(2) 1.088 Table 1613.3.3(1) 1.601 Table 1613.3.3(2) 1.120g Equation 16-37 0.639g Equation 16-38 0.747g Equation 16-39 0.426g Equation 16-40 Ground rupture due to active faulting is not considered likely due to the absence of known fault traces within the vicinity of the project; however, this possibility cannot be completely ruled out. The unlikely ha7Md of ground rupture should not preclude consideration of "flexible" design for on-site utility Jines and connections. Liquefaction Liquefaction involves the substantial loss of shear strength in saturated soils, usually sandy soils with a loose consistency when subjected to earthquake shaking. Based on the absence of shallow groundwater, type and consistency of the underlying bedrock material, it is our opinion that the potential for liquefaction is very low. Landsliding There is no indication that landslides or unstable slope conditions exist on or adjacent to the project site. There are no obvious geologic ha7.ards related to landsliding to the proposed improvement or adjacent properties. Tsunamis and Seiches The site is not subject to inundation by tsunamis due to its elevation and distance from the ocean. The site is also not subject to seiches (waves in confined bodies of water). 6 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. 19-l ll7H5 GEOTECHNICAL EVALUATION Based on our investigation and evaluation of the collected infonnation, we conclude that the proposed residential addition is feasible from a geotechnical standpoint provided the recommendations herein will be properly implemented during construction. In order to provide a uniform support for the proposed structure, footings should be embedded into properly compacted fiII soils or the dense sandstone/ claystone of the Santiago Fonnation. The foundation may consist of reinforced continuous footings with reinforced slabs. Recommendations and criteria for foundation design are provided in the Fmmdation and Slab recommendations section of this report. Compressible Soils Our field observations and testing indicate low compressibility within the dense sandstone/ claystone of the Santiago Fonnation, which underlies the site. However, loose to medium dense fill soils were encountered to a maximum depth of approximately 5 feet below surface grades. These soils are compressible. Due to the potential for soil compression upon loading, remedial grading of these soils, including overexcavation and recompaction will be required unless footings are extended to the dense sandstone/ claystone of the Santiago Formation. Following implementation of the earthwork recommendations presented herein, the potential for soil compression resulting from the new development has been estimated to be low. 1ne low-settlement assessment assumes a well-planned and maintained site drainage system. Recommendations regarding mitigation by earthwork construction are presented in the Grading and Earthwork Recommendations section of this report. Expansive Soils An expansion index test was performed on a representative sample of the fill soils to determine volumetric change characteristics with change in moisture content. An expansion index of 64 was obtained which indicates a medium expansion potential for the foundation soils. Groundwater Static groundwater was not encountered to the depths of the boreholes. The proposed building pad is located at an elevation of approximately 480 feet above Mean Sea Level. We do not expect groundwater to affect the proposed construction. Recommendations to prevent or mitigate the effects of poor surface drainage are presented in the Drainage section of this report. ~· CONCLUSIONS AND RECOMMENDATIONS The following conclusions and recommendations are based upon the analysis of the data and information obtained from our soil investigation. This includes site reconnaissance; field investigation; laboratory testing and our general knowledge of the soils native to the site. The site is 7 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. /9-l /27H5 suitable for the proposed residential improvement provided the recommendations set forth are implemented during construction. GRADING AND EARTHWORK Based upon the proposed construction and the information obtained during the field investigation, we anticipate that the proposed structure will be fom1ded on continuous footin~, which are supported by properly compacted fill or dense sandstone/ claystone of the Santiago Fonnation. The following grading and earthwork recommendations are based upon the limited geotechnical investigation performed, and should be verified during construction by our field representative. Clearing and Grubbing The area to be graded or to receive fill and/or structure should be cleared of vegetation and deleterious materials. Vegetation and the debris from the clearing operation should be properly disposed of off- site. The area should be thoroughly inspected for any possible buried objects, which need to be rerouted or removed prior to the inception of, or during grading. All holes, trenches, or pockets left by the removal of these objects should be properly backfilled with compacted fill materials as recommended in the Method and Criteria of Compaction section of this report. Structural Improvement of Soils Information obtained from our field and laboratory analysis indicates that loose to medium dense fill soils cover the building pad to a maximmn depth of approximately 5 feet below existing grade. These surficial soils are susceptible to settlement upon loading. Based upon the soil characteristics, we recommend the following: • • * All fill soils and other loose natural soils should be removed from the area, which is planned to receive compacted fill and/or structural improvement. The bottom of the removal area should expose competent materials as approved by ECSC&E geotechnical representative. Prior to the placement of new fill, the bottom of the removal area should be scarified a minimum depth of 6 inches, moisture-conditioned at least 3 to 5 percent above the optimum moisture content, and then recompacted to a minimum of 90 percent relative compaction (AS1M D1557 test method). Overexcavation should be completed for the structural building pad to a minimum depth of 2 feet below the bottom of the proposed footings. The limit of the required area of overexcavation should be extended a minimum of 5 feet laterally beyond the perimeter footing (building footprint). Soils utilized as fill should be moisture--conditioned and recompacted in conformance with the following Method and Criteria of Compaction section of this report. The actual depth and extent of any overexcavation and recompaction should be evaluated in the field by a representative of ECSC&E. 8 * Micah Mathis/ 2859 Cacatua Street/Carlsbad Project No. /9-J Jl7H5 An alternative to the overexcavation and recompaction of subgrade is to extend footings for the proposed structure to the dense sandstone/ claystone of the Santiago Formation. However, for slab support, we recommend overexcavation and recompaction of the upper 18 inches of subgrade. Transitions Between Cut and Fill The proposed addition is anticipated to be founded in either properly compacted fill or dense sandstone/ claystone of the Santiago Formation. Cut to fill transitions below the proposed structure should be completely eliminated during the earthwork construction as required in the previous section. Method and Criteria of Compaction Compacted fills should consist of approved soil material, free of trash debris, roots, vegetation or other deleterious materials. Fill soils should be compacted by suitable compaction equipment in uniform loose lifts of 6 to 8 inches. Unless otherwise specified, all soils subjected to recompaction should be moisture-conditioned at least 3 to 5 percent over the optimum moisture content and compacted to a minimum of 90 percent relative compaction per ASTM test method D 1557. On-site soils, after being processed to delete the aforementioned deleterious materials, may be used for recompaction purposes. Should any importation of fill be planned, the intended import source(s) should be evaluated and approved by ECSCE prior to delivery to the site. Care should be taken to ensure that these soils are not detrimentally expansive. Erosion Control Due to the granular characteristics of on-site soils, areas of recent grading or exposed ground may be subject to erosion. During construction, surface water should be controlled via berms, graveV sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining properties. All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking. Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution. The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed. After completion of grading, all excavated surfaces should exhibit positive drainage and eliminate areas where water might pond. Standard Grading Guidelines Grading and earthwork should be conducted in accordance with the standard-of-practice methods for this local~ the guidelines of the current edition of the California Building Code, and the requirements of the jurisdictional agency. Where the information provided in the geotechnical report differs from the Standard Grading Guidelines, the requirements outlined in the report shall govern. 9 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. I 9-1127 H5 FOUNDATIONS AND SLABS a. Continuous footings are suitable for use and should extend to a minimum depth of 24 inches below the lowest adjacent grade into the properly compacted fill soils sandstone/ claystone of the Santiago Formation. Continuous footings should be at least 12 and 15 inches in width for the proposed one and two-story addition respectively and reinforced with a minimum of four #5 steel bars; two bars placed near the top of the footings and the other two bars placed near the bottom of the footings. These recommendations are based on geotechnical considerations and are not intended to supersede the structural engineer requirements. New footings should be dowelled to existing footings in accordance with the structural engineer requirements. b. Interior concrete floor slabs should be a minimum 4 inches thick. Reinforcement should consist of#3 bars placed at 12 inches on center each way within the middle third of the slabs by supporting the steel on chairs or concrete blocks "dobies". The slabs should be underlain by 2 inches of clean sand over a 10-mil visqueen moisture barrier and a capillary break at least 4 inches thick, consisting of coarse sand, gravel or crushed rock not exceeding 3/4 inch in size with no more than 5 percent passing the #200 sieve. The effect of concrete shrinkage will result in cracks in virtually all-concrete slabs. To reduce the extent of shrinkage, the concrete should be placed at a maximum of 4-inch slump. The minimum steel recommended is not intended to prevent shrinkage cracks. c. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous footings at least 12 inches wide and founded a minimum of 12 inches into properly compacted fill soils as set forth in the 2016 California Building Code, Table 1806.2. This value may be increased by 400 psf for each additional foot of depth or width to a maximwn value of 4,000 lb/ft2. d. Lateral resistance to horizontal movement may be provided by the soil passive pressure and the friction of concrete to soil. An allowable passive pressure of 150 pounds per square foot per foot of depth may be used. A coefficient of friction of 0.25 is recommended. The soils passive pressure as well as the bearing value may be increased by 1/3 for wind and seismic loading. SETTLEMENT Settlement of compacted fill soils is normal and should be anticipated. Because of the thickness of the fill soils anticipated under the proposed footings and the light building loads. total and differential settlement should be within acceptable limits. For design purpose a differential settlement up to one-quarter inch and a total settlement up to one-half inch across the structural span may be utilized. PRESATURA TION OF SLAB SUBGRADE Due to the medium expansion potential of the foundation soils, subgrade soils within perimeter footings and interior slabs to a minimum depth of 24 inches should be thoroughly saturated for at least 24 hours prior to the placement of concrete. Micah Ma1hisl 2859 Cacatua Street/Carlsbad Pr<~iect No. 19-/ l27H5 TEMPORARY SLOPES For the excavation of fowidations and utility trenches. temporary vertical cuts to a maximum height of 4 feet may be constructed in fill or natural soil. Any temporary cuts beyond the above height constraints should be shored or further laid back following a 1: I (horiz.ontal to vertical) slope ratio. OSHA guidelines for trench excavation safety should be implemented during construction. TRENCH BACKFILL Excavations for utility lines, which extend under structural areas should be properly backfilled and compacted. Utilities should be bedded and backfilled with clean sand or approved granular soil to a depth of at least one foot over the pipe. This backfill should be uniformly watered and compacted to a firm condition for pipe support. The remainder of the backfill should be on-site soils or non-expansive imported soils, which should be placed in thin lifts, moisture-conditioned and compacted to at least 90% relative compaction. DRAINAGE Adequate measures should be undertaken after the addition and other improvements are in place, such that the drainage water within the site and adjacent properties is directed away from the foundations, footings, floor slabs and the tops of slopes via rain gutters, downspouts, surface swales and subswface drains towards the natural drainage for this area In accordance with the 2016 California Building Code, a minimum gradient of 2 percent is recommended in hardscape areas adjacent to the structure. In earth areas, a minimum gradient of 5 percent away from the structure for a distance of at least IO feet should be provided. If this requirement cannot be met due to site limitations, drainage can be done through a swale in accordance with Section 1804.4 of the 2016 California Building Code. Earth swales should have a minimum gradient of 2 percent. Drainage should be directed to approved drainage facilities. Proper surface and subsurface drainage will be required to minimize the potential of water seeking the level of the bearing soils under the foundations, footings and floor slabs, which may otherwise result in undermining and differential settlement of the structure and other improvements. FOUNDATION PLAN REVIEW Our firm should review the foundation plan and details during the design phase to assure conformance with the intent of this report. During construction, foundation excavations should be observed by our representative prior to the placement of forms, reinforcement or concrete for conformance with the plans and specifications. LIMITATIONS OF INVESTIGATION Our investigation was performed using the skill and degree of care ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc. 11 Micah Mathis/ 2859 Cacatua Street/ Carlsbad Project No. 19-l l 27H5 The samples collected and used for testing, and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between exploration trenches, boreholes and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings. If this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended. This report is issued with the understanding that it is the responsibility of the owner, or of his representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer. Appropriate recommendations should be incorporated into the structural plans. The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field. The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control. Therefore, this report is subject to review and should be updated after a period of two years. ADDITIONAL SERVICES The review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report. If East County Soil Consultation and Engineering, Inc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction. Observation and testing are additional services, which are provided by our firm, and should be budgeted within the cost of development. Plates No. 1 through 3, Page L-1 and References are parts of this report. 12 !Vt? ;SC,,HE EAST COUNTY son. CONSULTATION & ENGINEERJNG, INC. 10925 HAllTLEY RD., SUITE I SAN1EE, CA 92071 GEOTECIINICALENGINEERING I I I / . : I .,1,J/CA/-///f,;f-77/S ~EJ.fe-r ;2.~59 ~72J,1-~ DEPTH Surface 2.0' 3.0' 5.0' 6.0' DEPTH Surface 1.5' 3.0' 4.0' 5.0' Micah Mathis/ 2859 Cacatua S1reet/ Carlsbad Project No. l9-l l27H5 PLATEN0.2 SUMMARY SHEET BOREHOLE NO. 1 SOIL DESCRIPTION Fll..L (Qf) Jight gray, moist, loose to medium dense, clayey sand « « " « " " dark brown, moist, medium dense, clayey sand SANTIAGO FORMATION (Tsa) light gray, moist, medium dense to dense, clayey sand bottom of borehole, no caving, no groundwater borehole backfilled 9/11/19 BOREHOLE NO. 2 SOIL DESCRIPTION FJLL(Qt) light gray, moist, loose to medium dense, clayey sand " " " " " " dark brown. moist, medium dense, clayey sand SANTIAGO FORMATION (Tsa) light gray, moist, medium dense to dense, clayey sand bottom of borehole, no caving, no groundwater borehole backfilled 9/11/19 y 97.1 y 99.3 Y = DRY DENSITY IN PCF M = MOISTURE CONTENT IN% 13 M 11.9 16.8 M 12.6 14.0 SOIL CLASSIFICATION CHART MAJOR DMSIONS COARSE GRAINED SOILS MOIIE™'-'1-Qll IUITVIW. IS LNIGEt llWI NO. 200 SIEVE SIZE FINE GRAIN£0 SOILS MORli'l)IM- OF MATERIIIL IS 5""UER1'Hol.NNO. 200 SIEVE SIZE GRAVEL AHO GRAVEi.LY SOILS MORETliollN-OFCOMSE FIIACl10N RETAM!JON NO. 4 SlE\11! SANO AND SANDY SOILS MORE TliollN SW OFCCAASE f!W:110H"'1ISSING ONN0.4SIEYI SILTS ANO CLAYS SILTS ANO ct.AYS CLEAN GRAVELS (UiTl.E OR. NO ANES) GRAVELS WITH FINES CLEAN SANOS (UTTLEOR NO F1NES) SANOS WITH FINES (IIPPR£tlAII..EAMCUNT 0,-FMS) l0J101N!T l.£SS'INA,'15Q UQIJIOUMIT GREAT£R THA.'11 SO HlGHl Y ORGANIC SOILS SYMBOLS GRAPH LETTER GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT NOTE: OUN. SYMIOLS ARE USED TO JNO:CAT! IIOIU)ERUNE SOIL ctASSlflCA'l'.ONS CUSSIFlCATION RA.lllCE OF CRAIN SIZES U.S. STANDARD GRAIN SJZ£ IN SIEVES.12£ MILLIMETERS BOULDERS AboYC l21o<bcs AhovcJ0S COBBU:S 12lndwsTollnch£s 305 To 76.2 GRAVEL 3 lnc:bc:s to No. 4 76.2104.76 ~ 3 Inches to ¼ Inch 76..2 to 19.1 Fine ¼ lach to No. 4 19.I ID 4.76 SAND No. 4 ID No. 200 4.76 ID 0.074 Couse No. 4 IO No. 10 4.76102.00 Medium No. 10 IO No. 40 2.00 to 0.410 Fine No. 40 to No. 200 0.420 10 0.074 SU. T A."ID CU Y Below No. 200 Bclow0.074 GRAIN SIZE CHART EAST COUNTY SOIL CONSULTATION & ENGINEERING, INC. 10925 HAR11.BY RO .. SUITE 1. SANl15E. CA 91l111 _(619) 251-~I Pu (619) 258-7902 TYPICAL DESCRIPTIONS WEU-GAAOEO GRAVELS. GRAYU - SAN!>MlXT\lilES, um.EORNOFINES P00R1. Y-CIW)lil) GAAWLC, CRAV&I.- SAND M1XTURES. LITTLE OR NO F1HES SILTY GAAIIEI.S, GRAYS..-SI\ND • 111.T MIXTURES CU.YEY GRAVELS. GAAi/El. • 5'..'ID • CLAY M1XTIJRES wa.L-GR"°'° SMDS, GAAvat.Y SNIDS. 1./TT\.E OR NO FINES l'OORlY-GIW)E)~ GAAV!LLY SNIO, UTTI.£ OR NO rDIIS SA. TY SANDS. SA.'G> • SIi. T MDCT\IRl!S INORGANIC 11.lS NltlYERY l'lNI; MNDS,IQ:XfLDUR.SIUYOR a.AYEYflNE IWIOSOR a.A'l'cY SILTS WITH SUGHT PI.ASTlCITY -"IIC CtAYS OF LOWlO MEllllllf P\ASTICITY, GAAIIE.l Ta.ATS. IWICIY ClA'tS. SIL TY CAYS. LEAN CAYS ~SI.TS ,_'IDOilGI\NICSR.TY CU.VS OF L0W PI.AST1CITY INOAGANICSILTS.MICACIOUSOll OIATOMAaOUS FINE SN.'O OR Sil.TY S0II.S IN0llGNllC CIAYS OFHIGH P\.AST1CrTY ORGNIIC ClAYS 01' MEDIUM TO HIGH i'U'STlCITY, ORGNllC Sil TS PEAT, IUIUS, SW>MP SOILSWITH HIGH ORGANIC C0NTiNTS ,0 I I V I IO / / ... / V /( /i a. /1 / v , / I ... V i -I 10 I I -,_ I ~ C O 10 JD Jg AO .30 IO 70 IO K 100 LX)UC UWIT ("J.l,. S. PLASTICITY CHART Micah Mathis/.2859 Cacatua Street/ Carlsbad Project No. 19-1127H5 PAGEL-I LABORATORY TEST RESULTS MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557) The maximum dry densities and optimum moisture contents of the fill materials as determined by ASTM 01557, Procedures A and B which use 25 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 4 inch diameter 1/30 cubic foot compaction cylinder and Procedure C which uses 56 blows of a 10 pound slide hammer falling from a height of 18 inches on each of 5 equal layers in a 6 inch diameter 1/13.3 cubic foot compaction cylinder are presented as follows; SOIL TYPE/ PROCEDURE DESCRIPTION 1 / A LIGHT GRAY CLAYEY SAND MAXIMUM DRY DENSITY <PCF} 116.0 OPTIMUM MOISTURE CONTENT (%) LOCATION 14.0 BH-1 @2.0' EXPANSION INDEX TEST (ASTM D4829) INITIAL MOISTURE CONTENT(%) 14.2 I" 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 uses SATURATED MOISTURE CONTENT<%) 29.5 INITIAL DRY DENSITY (PCF} 98.2 EXPANSION INDEX 64 PARTICLE SIZE ANALYSIS (ASTM 0422) 100 100 97 99 90 90 75 76 61 59 48 42 35 32 SC SC 14 LOCATION BH-1 @2.0' 100 98 95 86 69 38 26 SC Micah Mathis! 2859 Cacatua Street/Carlsbad Project No. 19-1 l27H5 REFERENCES 1. "2016 California Building Code, California Code of Regulations, Title 24, Part 2, Volume 2 of 2", Published by International Code Council. 2. "Geologic Map of the San Diego 30' x 60' Quadrangle, California", by Michael P. Kennedy and Siang S. Tan, 2008. 3. "Geotechnical and Foundation Engineering: Design and Construction", by Robert W. Day, 1999. 4. "Maps of Known Active Fault Near-Source Zones in California and Adjacent Portions of Nevada to be used with 1997 Uniform Building Code", Published by International Conference of Building Officials. 5. "Geologic Maps of the Northwestern Part of San Diego County, California", Department of Conservation, Division of Mines and Geology, by Siang S. Tan and Michael P. Kennedy, 1996. 6. "Bearing Capacity of Soils, Technical Engineering and Design Guides as Adapted from the US Army Corps of Engineers, No. 7", Published by ASCE Press, l 994. 7. "Foundations and Earth Structures, Design Manual 12". by Department of Navy Naval Facilities Engineering Command, May 1982, Revalidated by Change 1 September 1986. 8. "Ground Motions and Soil Liquefaction during Earthquakes", by H.B. Seed and 1.M. Idriss, 1982. 9. "Geology of San Diego Metropolitan Area, California", Bulletin 200, by Michael P. Kennedy and Gary L. Peterson, 1975. 15 {city of Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: ________________ F_E_B_2_8 ' feJ Carlsbad Unified School District 6225 El Camino Real Permit #: CBR2019-3204 ------------------- Project Address: 2859 CACATUA ST ------------------- Assessor's Parcel#: 2153701700 ------------------- Project Applicant: COOWNER MATHIS MICAH s AND TRACY T (Owner Name) Residential Square Feet: New/Additions: 1,119 -'------------------- Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 11/13/2019 Certification of Applicant/Owners. The person executing this declaration ("Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing this declaration is authorized to sign on behalf of the Owner. Carlsbad CA 92009 Phone: (760) 331 -5000 CJ Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 LJ San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) [Z] San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-21 70 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 mi ·gation determined by the School District. The City may issue building permits for this project. Signature of Authorized Schok strict Official: Tille \J~ , 41, 4 ,;;' Date: /) [ 1 3 \ici Name of School District: Phone: 7/Qo-2 io-Z-<e'fS Community & Economic Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 \ 760-602-2719 I 760-602-8558 fax I building@ca rlsbadca.gov - - C Cicyof Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. 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. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .11J Details on CAP ordinance requirements are available on the city's website. A A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: -----------BP No.: Cf3'fJ;iOJ9-3;;}Q </ '7.IS--370 --17-00 ..-.. Contact Email: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature: --..,!1.....r-..,1--"M=· =---· +A ..... 1=+-'-fJ=---\::::>______ Date: ---'-/i-'--'1/ ;;L...!-/,..:..__J.../....:./___;_1 __ tJ4! J J B-50 Page 1 of 6 Revised 08/19 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, attach Building Permit Valuation worksheet. Building Permit Valuation (BPV) from worksheet:$ • 9(!} Construction Type ~ Residential D New construction ')(6 Additions and alterations: D BPV < $60,000 ~ BPV ~ $60,000 D Electrical service panel upgrade only D BPV ~ $200,000 D Nonresidential D New construction D Alterations: D BPV ~ $200,000 or additions~ 1,000 square feet D BPV ~ $1 ,000,000 D ~ 2,000 sq. ft. new roof addition Cltecldlat Item 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 2A, 3A, 1B, 2B, 4A 3B, 4A N/A N/A All residential additions and alterations 1A,4A 4A 1-2 family dwellings and townhouses with attached garages only *Multi-family dwellings only where interior finishes are removed 1A, 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 2B, 3B, 4B and 5 1B, 5 1B,2B,5 Building alterations of~ 75% existing gross floor area 2B, 5 1 B also applies if BPV ~ $200,000 Chad< the tl)propriate boxes. eplai1 it not appllcaH and eaptlm ilBml, and pnMde euppoitlgcacillalorls and doCl.mantallon •necaasirv. 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CAL Green) for more infonnation when completing this section. A Residential addition or alteration .:: $60,000 building pennit valuation. See CMC section 18.30.190. Year Built Single-family Requirements □ Before 1978 Select one: □ Duct sealing □ Attic insulation □ Cool roof 1978 and later Select one: -~Lighting package □ Water heating Package □ Between 1978 and 1991 □ 1992 and later □ N/A _________ _ □ Exception: Home energy score~ 7 (attach certification) Multi-family Requirements □ Attic insulation Select one: □ Duct sealing □ Attic insulation □ Cool roof Select one: □ Lighting package □ Water heating package B. D Nonresidential* new construction or alterations.:: $200,000 building pennit valuation, or additions.:: 1,000 square feet □ NIA Updated 8/ I 5/20 19 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CAL Green Appendix AS, Division AS.2 -Energy Efficiency. A5.203.1.1 Choose one: □ .1 Outdoor lighting □ .2 Warehouse dock seal doors □ .3 Restaurant service water healing (comply with California Energy Code section 140.5, as amended) □ NIA _________ _ □ .4 Da~ight design PAFs □ .5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: □ .95 Energy budget □ .90 Energy budget □ N/A A5.211.1** □ On-stte renewable energy □ N/A A5.211.3 .. □ Green power (if offered by local utility provider, 50% minimum renewable sources) □ N/A A5.212.1 □ Elevators and escalators D NIA A5.213.1 □ Steel framing □ N/A • lndudes hotels/motels and high-rise residential buildings •• For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply wtth CMC 18.30.130 instead. 2. Photovoltaic Systems A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2B below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(8) (high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc* sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Fonnula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. Exception □ □ □ □ kWdc 8. D Nonresidential new construction or alterations ~$1,000,000 8PV and affecting ~75% existing floor area, or addition that increases roof area by ~2,000 square feet Please refer to CMC section 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 < 10,000s.f. Enter: 5 kWdc Min. System Size: □ If ~ 10,000s.f. calculate: 15 kWdcx(GFN 10,000) ** ___ kWdc **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:*** ______ 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 Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. □ For systems serving individual dwelling units choose one: □ 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 section 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 following: □ 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: B. D Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Water heating system is (choose one): □ Heat pump water heater D Electric resistance water heater(s) D Recovered energy □Solar water heating system with .40 solar savings fraction □ Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging A ~ Residential New construction and major alterations* ~se refer to Carlsbad Ordinance CMC section 18.21.140 when com letin this section. One and two-family residential dwelling or townhouse with attached garage: ~ One EVSE Ready parking space required D Exception : D Multi-family residential· D Exception · Total Parking Spaces EVSE Spaces Proposed Capable Ready l I Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces-EVSE Installed (EVSE other may be "Capable," "Ready'' or "Installed.") Installed l Total I *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, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. B D Nonresidential new construction (includes hotels/motels) D Exception · Total Parking Spaces EVSE Spaces Proposed Capable I Readv I Installed I Total I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of rP.<1uired EV Soaces Number of rP.<1uired 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 1 o percent of total 50 oercent of Reau ired EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TOM 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 Use Emp ADTfor first 1,000 s.f. Emp ADTI 1000 s.f.1 Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousin 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 ()th Edition 13 11 4.5 3.5 3 1 2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample 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 Em lo ee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance. Applicant Signature: _________________ _ Date: _____ _ Person other than Applicant to be contacted for TDM compliance (if applicable): Name (Printed): __________________ _ Phone Number: ----- Email Address: ------------------- Updated 8/15/2019 6 INSTALLATION CERTIFICATE CF-6R-ENV-01 Envelope -Insulation; Roofing; Fenestration (Page 1 of 3) Site Address: I Enforcement Agency: I Permit Number: 2859 Cacatua Ct. Carlsbad CA, 92009 If more than one person has responsibility for installation of the items on this certificate, each person shall prepare and sign a cerlijicate applicable to the portion of construction for which they are responsible; alternatively, the person with chief responsibility for construe/ion shall prepare and sign this certifica/efor the entire construction. All applicable Mandato,y Measures with check boxes require to be checked lo ensure the mandatory measures have been met. Description of Insulation 1. RAISED FLOOR Material:________________ Brand Name: _____________ _ Thickness (inches):___________ Thermal Resistance (R-Value): _______ _ □ § I 50(d): Minimum R-13 insulation in raised wood-frame floor or equivalent U-factor. 2.. SLAB FLOOR/PERIMETER Material: _______________ _ Brand Name: --------------Thickness (inches): __________ _ Thermal Resistance (R-Value): _______ _ Perimeter Insulation Depth (inches): _____ _ 0 § I 50(1): Water absorption rate for the insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 perm/inch and shall be protected from physica l damage and UV light deterioration. 3. EXTERIOR WALL a. Insulation Type (e.x. Batt, Loose Fi ll , Spray Foam) Batt b .. Insulation Type (e.x. Batt, Loose Fill, Spray Foam) Brand: CertainTeed Spray/Loose fill) Installed Actual Thickness (inches): _____ _ a. Thermal Resistance (R-Value): _R_-_1_5 ____ _ b. Thermal Resistance (R-Value): ______ _ Spray/Loose fi ll) Contractor's min installed weight/ft2 __ lb Manufacturer's installed weight per square foot to achieve Thermal Resistance (R-Value) D § I 50(c): Minimum R-I 3 insulation in wood-frame wall or equivalent U-factor. Exterior Foam Sheathing (rigid Insulation) Material: ______________ _ Brand Name: _____________ _ Thickness (inches) : _________ _ Thermal Resistance (R-Value) : ______ _ 4. FOUNDATION WALL Material: ---------------Brand Name: _____________ _ Thickness (inches): _________ _ Thermal Resistance (R-Value): ______ _ 5. CEILING Batt or Blanket Type: Batt Brand Name: _C_e_rt_a_in_T_e_e_d __ __, ____ _ Loose Fill Type:____________ Thermal Resistance (R-Value): _R_-3_8 ____ _ Spray Foam Type:___________ Brand Name: ____________ _ Installed Actual Thickness (inches): 12" Contractor's min installed weight/ft2 ___ lb Manufacturer's installed weight per square foot to achieve Thermal Resistance (R-Yalue): □ § 150(a): Minimum R-19 insulation in wood-frame ceiling or equivalent U-factor. 6. ATTIC ROOF INSULATION AND/OR ATTIC RADIANT BARRIER Material: Batt Brand Name: CertainTeed --------------Mater i a I:_______________ Brand Name: _____________ _ Thickness (inches): 10" thermal Resistance (R-Value): _R_-3_0 _____ _ D § 1I S(a): Insulation installed meets Standards for Insulating Material. D § I 50(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF-6R-ENV-01 Envelope -Insulation; Roofing; Fenestration (Page 2 of3) Site Address: I Enforcement Agency: I Permit Number: 2859 Cacatua Ct. Carlsbad CA, 92009 Description of Roofin2 Products CRRC Product ID Manufacturer Product Roof Roof Product Initial Solar Aged Solar Thermal Number' Information Brand/Model Tvoe Area Slooe Weie.ht 2 Reflectance Reflectance' Emittance N/A 0 3 D3 0 3 I. The CRRC Product ID Number can be obtained from the Cool Roof Rating Council's Rated Product Directory at ww. cool roofs. orglproductslsearch.php 2. The weight in lbs per square feet of the roofing product being installed 3. Check box if the Aged Reflectance is a calculated value using the equation below, footnote 4. 4. if the aged reflectance is not available in the Cool Roof Rating Council's Rated Product Directory then use the initial reflectance value from the directory and use the equation (0. 2+0. 7 (p;,,;1;01 -0. 2) to obtain a calculated af!ed value. ✓ tJICHECK APPUCABLE BOX BELOW IF EXEMPT FROM THE ROOFING PRODUCT ""COOL ROOF" REQUIREMENT: □ The roof area covered by building inlegrated photovoltaic panels and building integrated solar thermal panels are exempt from the above Cool Roof criteria. □ Roof constructions that have thermal mass over the roof membrane with a weight of at least 25 lbli¥ is exempted from the above Cool Roof criteria. To apply Liquid Field Applied Coatings, the coating must be applied with a minimum dry mil thickness of 20 mils across the entire roof surface and meet minimum performance requirements listed in §/ l8(i)3 and Table 118-C. Select the annlicable coatimz □ Aluminum-Pigmented Asphalt Roof Coating I D Cement-Based Roof Coating I g Other ✓ □ CRRC-1 Label Attached to CF-6R (Note if no CRRC-1 label is available, this compliance method cannot be used and another method is required to meet compliance). FENESTRATION/GLAZING Product # Total Quantity Add. Exterior Comments/ Manufacturer/Brand Name U-Product of NFRC of Like Product Area Shading Dev. Location/ Special Item (GROUP LIKE RODUCTS) factor' SHGC1 Panes Certi lied 1 • 2 (Ootiona[) fl2 or Overharn1. Features I N/A 2 3 4 5 6 7. 8. I. Use values from a fenestration product ·s NFRC Certified Label. For fenestration products without an NFRC label, use the default values from Section I I 6, Table . 116-A and 116-B of the 2008 Energy Efficiency Standards. 2. NFRC label Cerlificates shall not be removed until the buildinr! insoector has verified the e!Ticiencv. Enter Yes or No. IZI § l I 6(a) I: Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. □ § l I 6(a)2 and 3: Actual fenestration products installed are equivalent to or have a lower U-factor and/or a lower SHGC than that specified on the Certificate of Compliance (Form CF-IR). □ §II 6(a)4: Fenestration products (except field-fabricated windows) have a label listing the certified U-Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets the requirements of§ I 0-11 1 (a) El § 117: Exterior doors and windows weather-stripped; all joints and penetrations caulked and sealed. 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF-6R-ENV-0 1 Envelope -Insulation; Roofing; Fenestration (Page 3 of3) Site Address: I Enforcement Agency: I Permit Number: 2859 Cacatua Ct. Carlsbad CA, 92009 DECLARATION STATEMENT • I certify under penalty of perjury, under the laws of the State of Cali fornia, the information provided on this form is true and correct. • I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). • I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) confonns to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. • I reviewed a copy of the Certificate of Compliance (CF-JR) fonn approved by the enforcement agency that identifies the specific requirements for the installation. I certify that the requirements detailed on the CF-IR that apply to the installation have been met. • I will ensure that a completed, signed copy of this Installation Certificate shall be posted, or made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) Truteam of California Responsible Person's Name: Responsible Person's Signature: ffAM_,&, ~ Nicole Flores CSLB License: I Date Signed: Position With Company (Title): 1034361 3/10/2021 Operation Support Specialist 2008 Residential Compliance Forms August 2009