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Home My WebLink About1950 BASSWOOD AVE; ; CBR2023-2219; PermitBuilding Permit Finaled Residential Permit Print Date: 07/17/2023 Job Address: 1950 BASSWOOD AVE, CARLSBAD, CA 92008-1109 Permit Type: BLDG-Residential Parcel #: 2050805800 Valuation: $149,694.93 Occupancy Group: R-3 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 0 Code Edition: Sprinkled: Project Title: Work Class: Addition Track#: Lot#: Project#: Plan#: Construction Type:V-B Orig. Plan Check#: Plan Check#: Permit No: Status: (city of Carlsbad CBR2022-2219 Closed -Finaled Applied: 06/23/2022 Issued: 08/29/2022 Fina led Close Out: 07/17/2023 Final Inspection: 05/25/2023 INSPECTOR: Renfro, Chris Description: 1950 BASSWOOD: NEW (452 SF) ADDITION, PATIO (105 SF) AND (693 SF) REMODEL OF EXISTING Applicant: Property Owner: HECTOR ARAMBURO 161 DAVE, # STE 5 CORONADO, CA 92118-1316 (619) 517-8881 TAYLOR BRANDON AND KATHLEEN TRUST 04-08-19 FEE BUILDING PLAN CHECK 1950 BASSWOOD AVE CARLSBAD, CA 92008-1109 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION REMODEL-RESIDENTIAL-OTHER SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 1 -Low BLDG SWPPP PLAN REVIEW FEE TIER 1-Low Total Fees: $3,646.68 Total Payments To Date: $3,646.68 Contractor: STEADY BUILDERS INC 28821 LILAC RD VALLEY CENTER, CA 92082-5426 (760) 505-9090 Balance Due: AMOUNT $1,110.60 $194.00 $98.00 $175.00 $546.62 $6.00 $1,162.00 $19.46 $271.00 $64.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page1of1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov (_ City of Carlsbad Job Address 1950 Baoowood Avenue TIAlA) BUILDING PERMIT APPLICATION B-1 Plan Check Est. Value PC Deposit Date Unlt: __ n ___ ,APN: 205-0B0·5B-OO CT/Project #: __________________ Lot #: ____ Year Built: _1_s6_0 _______ _ BRIEF DESCRIPTION OF WORK: Remodel/addition lo the ex/sling single-family residence. [:J New SF: Living SF,_6_93 ___ Deck SF, ___ Patio SF, 105 Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? (:) YO N, if yes how many? _1~g_as __ EJ Remodel:_6_9_3 ____ SF of affected area Is the area a conversion or change of use? O YON □ Pool/Spa: ____ SF Additional Gas or Electrical Features? _____________ _ 0 Solar: ___ KW, ___ Modules, Mounted:0Roof O Ground, Tilt: 0 YON, RMA: 0 YO N, Battery:OYQ) N, Panel Upgrade: 0Y ON Other: PRIMARY APPLICANT Name: Hector Aramburo Address: 1545 Gregory Street City: San Diego State:_C_A __ .Zlp: 92008 Phone: 619-517-8881 Email: h@ohmsarchitects.com DESIGN PROFESSIONAL Name: Hector Aramburo Address: 1545 Gregory St. City: San Diego Phone: 619-517-8881 state,._c_A __ ,Zip:92102 Email: h@ohmsarchllects.com PROPERTY OWNER Name: Brandon & Katie Taylor Address: 1950 Basswood Avenue City: Carlsbad State:,_C_A __ Zlp: 92008 Phone: 760-473-7664 Email: brandon.taylor218@yahoo.com CONTRACTOR OF RECORD Business Name: Steadtf BuUdprs Iner 28el!1 l,llac Rd Address: ust,1 c,· t ~, Gslifte• :1s INel City: v..,11'=1'-t-1-lc State: C <.. Zip: 9~V't'.k. Phone: 710 :S,.DS--9 0 q D , Email: d VS JJ,; s-~ ~"""',I.'-o ~ Architect State License: C-36303 ------------CSLB License#: $ o,'1 ( J] Class:_f3 ______ _ Carlsbad Business License# (Required): 6L()S I d..'j ~ 7'1,o/ APPLICANT CERTIFICATION: I certify that f hove read the application and state that the abo~e Information Is correct and that the Information of the plans Is accurore. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Hector Aramburo ... . . .z..--.---/ SIGN: ~ DATE: 06/19/2022 '------===------1635 raraday Ave Carlsbad,CA 92008 Ph: 442-339-2719 REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE d'l.?JV ._ act P~QK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf/irm under penalty of perjury that I am licensed under provisions of Chapter 9 / commencing with Section 7000/of Division 3 of the Buslnessand Prof esslans Cade, and my license Is tn full farce and effect. I alsaa{firm under penalty of perjury one of the following declarations /CHOOSE ONE): QI have and will maintain a certiricate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the orkwhlchthlspermltlslssued.PolicyNo.__ ___ __ ___ __ _ __ _ ---------------~ ·OR- (0'\1 have and will mainuiln worker's compensation, as required by Section 3700 ot the Labor Code, for the performance of the work fo, which thl5 per It is ls~ucd. ~y workers' compensation insurance carrier a1,W policy number are: Insurance Company Name: "'" 0 tr' -t.'b r Polley No. W :SD TO'-/ c;, :1 JO J. ExplratlonDate: __ _.lc.'_._l_·.,,2ccj=---'------ .on. 0 Certificate of Exemption: I certify that In the performance of the work for which this permit Is issued, I shall not employ any person In any manner so as to become subject to the workers' compensation Laws of Califomia. WARNING: Failure to secure workers compensation covera11e Is unlawful and shall subject an employer to criminal penalties and civil fines up to $:l00,000.00, In addition the to the cost of compensation, damages ■s provided for In Sedlon 3706 of the Labor Code, Interest and attornev', fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there Is a construction lendlng agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender's Address: __________ _ CONTRACTOR CERTIFICATION: I certify that I have read the applfcationandstate that theobove information is correct and that the lnformationontheplans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. Note: If the person signing above Is an authorized agent for the contractor provide a letter of authorization on contn1ctor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: Q I, as owner of the property or my employees with wages as their _o;ole compensation, will do the work and the structure Is not Intended or offered for !>ale (Sec. 7044, Business and Professions Code: The Contrac.tor's license law does not apply to an owner of property who builds or Improves thereon, and who does such work hlmself or throush his own employees, provided that such impro11ements are not Intended or ottered for sale. If, however, the building or improvement is sold within one year of complellon, the owner-builder will have the burden of proving that he did not build or improve for the purpose of s.1\e). -OR-O 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 ownf'r of propertv who builds or improves thereon, and contracts for such projects with contractor(5) licensed pursuant 10 1he conuactor's license I.aw). -OR-01 am exempt under Business and Professions Code Division 3, Chapter 9, Articlf' 3 tor this reason: Al'iU, 0 FORM B-bl "OWner 0ullder Acknowledgement and Verification Form" l!t. required tor ;my permit issued to a property owner. By my signature bf'low I acknowledge that, except for my personal 1esidcncc In which I must have resided for at least one year prior lo completion of the improvements covered by this permit, I cannot lecally s(.>11 a structure that I have built as an owner-builder If It has not been constructed In ll'i entirf'ty by l1cPn~rd contractors I undf'rstand thar a copy a/ t heoppllrahle low, SPcl Ion 70440/ the Business and Professions Code, ls available upon request when this application Is submitted or al the following Web site: http:l lwww.leilnfo.ca.govlcolaw,htmt. OWNER 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. NAME (PRINT): SIGN: __________ DATE: _____ _ Note: If the person signing above Is an authorized agent for the properly owner Include form B·62 signed by property owner. Hi35 Faraday Ave Carl,;bad. CA 92008 Ph: 760-(.,02-2719 Fax: 760-C..02·85$8 2 REV. 07/21 ,, PERMIT INSPECTION HISTORY for (CBR2022-2219) Permit Type: BLDG-Residential Application Date: 06/23/2022 Owner: TRUST TAYLOR BRANDON AND KATHLEEN TRUST 04-08-19 Work Class: Addition Issue Date: 08/29/2022 Subdivision: PARADISE ESTS UNIT# 2 Status: Scheduled Date 02/02/2023 04/25/2023 05/25/2023 Closed -Finaled Expiration Date: 10/23/2023 IVR Number: 41530 Actual Inspection Type Start Date Inspection No. Inspection Status 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 02/02/2023 BLDG-82 Drywall, 202236-2023 Passed Exterior Lath, Gas Test, Hot Mop Checklist Item COMMENTS BLDG-Building Deficiency BLDG-17 Interior Lath-Drywall BLDG-18 Exterior Lath and Drywall BLDG-23 Gas-Test-Repairs 04/25/2023 BLDG-34 Rough 209016-2023 Passed Electrical Checklist Item COMMENTS BLDG-Building Deficiency NOTES Created By TEXT Angie Teanio 760-390-1087 Rick 05/25/2023 BLDG-Final Inspection 212176-2023 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By TEXT Angie Teanio 760-505-9090 Frank Monday, July 17, 2023 Address: 1950 BASSWOOD AVE CARLSBAD, CA 92008-1109 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Chris Renfro Complete Passed Yes Yes Yes Yes Chris Renfro Complete Passed Yes Created Date 04/24/2023 Chris Renfro Complete Passed Yes Yes Yes Yes Yes Created Date 05/24/2023 Page 2 of 2 Building Permit Inspection History Finaled (City of Carlsbad PERMIT INSPECTION HISTORY for (CBR2022-2219) Permit Type: BLDG-Residential Application Date: 06/23/2022 Owner: TRUST TAYLOR BRANDON AND KATHLEEN TRUST 04-08-19 Work Class: Addition Issue Date: 08/29/2022 Subdivision: PARADISE ESTS UNIT# 2 Status: Closed -Finaled Expiration Date: 10/23/2023 Address: 1950 BASSWOOD AVE IVR Number: 41530 CARLSBAD, CA 92008-1109 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 09/15/2022 09/15/2022 BLDG-SW-Pre-Con 191719-2022 Passed Chris Renfro Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 10/13/2022 10/13/2022 BLDG-11 193999-2022 Passed Chris Renfro Complete Foundatlon/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Soils report collected. See picture on Yes attachments 10/25/2022 10/25/2022 BLDG-14 194898-2022 Partial Pass Chris Renfro Reinspection Incomplete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLOG-Building Deficiency Sub floor framing. OK to insulate. Yes BLDG-24 Rough/T opout 194897-2022 Partial Pass Chris Renfro Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency Underfloor plumbing Yes 10/27/2022 10/27/2022 BLDG-14 195084-2022 Passed Chris Renfro Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLOG-Building Deficiency Deck nailing Yes 12/19/2022 12/19/2022 BLDG-83 Roof Sheating, 199098-2022 Passed Chris Renfro Complete Exterior Shear (13, 15) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-13 Shear Panels-HD (ok Yes to wrap) BLDG-15 Roof Yes Sheathing-Reroof 01/25/2023 01/2512023 BLDG-84 Rough 201463-2023 Passed Chris Renfro Complete Combo(14,24,34,44) Monday, July 17, 2023 Page 1 of 2 I I City of Carlsbad OCT 14 1021 BUILDING DIVISION ALIJIED 1'~AR'fH TECHNOLOGl' 7'i I, SI l I LI{ l\ )N A IT1'l L. \LI IL o i - S.-1 N I JIH,O. Cl llf OHN Iii 92 I 2i, I'll 18,,15X6-IM-5 '<r5lY} ..l-P-J'.1- October I 0, 2020 Steady Builders Inc. 28821 Lilac Road Valley Center, CA. 92082 Attn: Subject: Gentlemen: Mr. Frank Minicilli Project No.99-1106G5 Report of Foundation Trench Inspection Proposed Addition to Existing Residence 1950 Basswood Street Carlsbad, California City of Carlsbad OCT 4 I 7.0?2 BUILDING DIVISION In accordance with your request, we have inspected the foundation trench excavations for the proposed addition to the existing residence on subject property, located at 1950 Basswood Street, in the City of Carlsbad, State of California. The results of the inspection indicated that these foundation trench excavations are founded in competent natural soils; are of such dimensions as shown on the approved foundation plan, and are extended to the proper depth and bearing strata. It is rec .,...~~oundation trench excavations be cleared of all loose 41ils or debris eiliately prior t:<Xt11N>lacem t of concrete. 1',9 tl\OFESS/0~ ~~ ~-I v-oeERT c~\ '\ No. C-24613 Exp. 12/31/)J; STRUCTURAL CALCULATIONS PROJECT: Taylor Residence 1950 Basswood Avenue Carlsbad, CA 92008 CBR2022-2219 14 > 1--0 \oi ..5 BASSWOOD AVE 1950 . EW '693 SF) ADDITION, PATIO (105 1950 BASSWOOD. N \ March 16, 1911 San Diego Avenue, Suite 106•San Diego, CA 92110 SF) AND (693 SF) REMODEL OF EXISTING 2050805800 8/9/2022 CBR2022-2219 :-"GAMA ~ Engineering~ STRUCTURAL CONSULTANTS Project: 1A Y LOtl \2.£$1 DcAJC6' By: lVAtJ L. G,Atc,-4 , R.c-• • Date: 03/jf,/lol.2. Sheet:' \ of_\...,.{;_ TABLE OF CONTENTS 1. DESIGN BASIS: 2. DESIGN LOADS: 3. VERTICAL DESIGN (BEAMS, HEADERS, JOIST, STUDS, COLUMNS, etc.): 4. LATERAL ANALYSIS: (a) SEISMIC & WIND (b) LATERAL LOAD DISTRIBUTION 5. LATERAL LOAD RESISTING DESIGN: FOUNDATION DESIGN: (a) CONTINUOUS FOOTINGS (b) SPREAD FOOTINGS 7. SHEARWALL SCHEDULE: 8. HOLD-DOWN SCHEDULE: 3 11---12. \5 ---GAMA -Project: __________ _ '::::If$ Engineering~ STRUCTURAL CONSULTANTS CODE: CONCRETE: MASONRY: MORTAR: GROUT: REINFORCING BARS: STRUCTURAL STEEL: DESIGN BASIS 2019 CALIFORNIA BUILDING CODE F'c = 2500 psi @ 28 days ASTM C90, F'm = 1500 psi By: __________ --,-__ Date: _____ Sheet: Z. of \ b ASTM C270, F'c = 1800 psi, TYPE "S" ASTM C476, F'c = 2000 psi@ 28 days ASTM A615, Fy = 40 ksi, #3 and smaller ASTM A615, Fy = 60 ksi, #4 and larger "W" SHAPES --ASTM A992, Fv = 50 ksi PLATES & CHANNELS -ASTM A36, Fy = 36 ksi TUBES --ASTM A500, GRADE 8, Fy = 46 ksi PIPES --ASTM A53, GRADE 8, Fy = 35 ksi CONVENTIONAL LUMBER: DOUG FIR LARCH, ALLOWABLE STRESSES PER 2001 CBC. TRUSS JOIST PRODUCTS: ESR-1387 (LVL, PSL, & LSL MEMBERS) ESR 1153 (T JI JOIST) GLULAM BEAMS: SOIL: DOUGLAS FIR OR DOUGLAS FIR/HEM: GRADE 24F-V4 or 24F-V8 [,;{UNCLASSIFIED SOIL PER TABLE 18-1-A _ALLOWABLE SOIL BEARING PRESSURE (ASBP) = l, ~ 00 PSF [ ] PER SOILS REPORT BY:--------:::,-=--- ALLOWABLE SOIL BEARING PRE~ = ____ PSF REPORT#: ~ DATED: ;..?'. ~ -~AMA ~ Engineering~ STRUCTURAL CONSULTANTS ROOF ROOF MATERIAL SHEATHING RAFTERS OR TRUSSES INSULATION DRYWALL OTHER TOT AL DEAD LOAD: LIVE LOAD: TOTAL LOAD: FLOOR/DECK FLOOR MATERIAL SHEATHING & JOIST DRYWALL OTHER TOTAL DEAD LOAD: LIVE LOAD: TOTAL LOAD: WALLS: STUDS DRYWALL INSULATION STUCCO OTHER TOTAL LOAD: ( DESIGN LOADS s.o 1.5 4.0 1.5 2.5 0.5 \5 PSF Zo PSF 3$"" PSF (,A~~c, o.o 5.5 2.5 -1& I<; PSF If 0 PSF 5S PSF (EXTERIOR) 1.0 2.5 1.5 10.0 .1Q_ 16.0 PSF } Project: ___________ _ By: ________ ::-"------:---:--- Date: Sheet: ~ of \ b ----- ( 1.5 4.0 1.5 2.5 0.5 -PSF - 5.5 2.5 3.0 - - PSF PSF PSF PSF PSF (INTERIOR) 1.0 5.0 .LQ 7.0 PSF =--~AMA ~ Engineeringi STRUCTURAL CONSULTANTS Project: __________ _ By: ____________ _ Date: _____ Sheet: 4. of \ 6 VERTICAL DESIGN MARK: y ~ '\ L= 6 · S-FT. W 1 = (\~.~/l )(35 ('Sf)-:= 2'12 ~Lf W2 = P, = P2 = USE: __ 4_,_J..__,;\ o;,____D_. r_ . ..::..t _z __ _ OR: _________ _ MARK: R \-\-\ L=_-=?:>'--_FT. w 1 = (71 SI?)' 35 t.>r):: ~ 7 7 Pl f W2 = P1 = P2 = USE: -~...:...x_l.\-'--\)~._f ._~_2-___ _ OR: _________ _ MARK: R.Wl. L= ~ W, = ( 1.S/i)(3S' ~r):. 3\.\1 (>Lf W2 = P, = P2 = FT. MARK: ~i '\ L= 6 FT. w, = Kll O·\) :: 66' f; (12'1/,~•') ~ Soo Plf W2 = (?.S1/?X~S r-~n ~ 101 ru= P1 = P2 = vJ I t £ .s' 1 Ri.= q~2. lbs Vmu = gc:, L lbs Mmu= 1,S~H fi-lbs 1 ~l 3' Ri.= 6SO lbs Vmu = 680 lbs Mmu = 50~ ft-lbs I,' Ri. = \,L/ ~ $" lbs Vmu =\>~qs lbs Mmuc .?,96':I ft-lbs \),J I I ., ' 6'' RL = Z,34 3 lbs Ymu = li .!4 ~ lbs Mmu = z, ~ 0£:i ft-lbs RR = qq 2 lbs E = \t 600 ksi lrtqd .. Z':f._ .. IO l RR= 6So E = 'i 600 lrrqd = j RR= 1, 5 E = I ;oo (r,qd = C < RR= c?'c:S Y3 E = \ 600 lrcq~ = 14 z. lbs ksi in4 ,. , ◄ lbs ksi • 4 IO /j, ~ lbs ksi .. IO Level, [RRl] 1 plece(t) 2 x 10 OF No.2 0 1&• 0C Sloped Length: 16' 6 15/16' 0 12 3j 15 6' !ii AU locations ere measured from the~ faai of left support (or left cantilever end). All dimensions are horizontal. DetlanR•ults Amiel • I..Ocllllon Allowad R.-alt U>f' load: COlllbllietloll (Pllttam) Member Reaction (lbs) 380 0 21/2" 2231 (3,50") Passed (17%) -1.0 D + 1.0 Lr (All Spans) Shear (lbs) 331 C 1' 112• 2081 Passed (16%) 1.25 1.0 D + 1.0 Lr (Al1 Spans) Moment (R-lbs) 1'151 Cl> 8' 1/2" 2537 Passed (57%) 1.25 1,0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.2'13 Cl> 8' 1/2" 0.538 Passed (l./799) -1.0 D + 1.0 Lr (All Spans) Total Load Dell. (ln) 0.'13008' 1/2" 0.807 PIISSed (l/'150) -1.0 D + 1.0 Lr (All Spans) • Defledlon attena: u (l/360) and n (1/240) • Alowed moment does not reflect the lldjustment for the beam !Ubllty factDr. • A 15% lncreue In the moment a,paclty has been added tD acmunt for ~ve membef 1.JS1191!. • Applialble calculo!lcos are bll9ld on NOS, 9-tn,gl.M,gth L.-letoSuppcllta(lbl) Supports Toal AWllable bqulrecl Dead ltoofUww Toal .. _ ..... 1 -Beveled Plate • SPF 3.50" 3.50" 1.50" 166 21◄ 380 Bloddng 2-lle',,dedf'lltt-SPF 3.50' 3.50' 1.50' 166 21◄ 380 lllodc!ng • Bloddng Panels are assumed tD carry no loads applied directly at,ove tti.m end the rut load Is applied ID the rnenar being designed. IRdnglntarvllle Top Edge (Lu) 8' 7' o/C llollDlnEdge(Lu} 16' 7' o/C •Mawlmum allowablt bracing lntet'vals based on applied lolld. Dud ltoofl.M Vertk:alload l.omtloft (Side) Splldng (O.to) (--.LU) ~ 1 ·Unlf'onn(PSF) Oto 16' I' 16' 15.0 20.0 Defaultl.Old Waverhaeuser Holm 0 Mo!<nber Le,,¢l : 16' 9 1/4" Symm:Root Member TY1)e : Joist Buldlng Use : Residential Buldlng Code : 19C 2018 Design 'lethodology : ,,s:, Member Pltx:h : 3/12 Weyerhaeuser WlllTll1tS that the 5111ng d Its products wlll be In accordance wftl1 w~ product design atteria and ~lshed design values. Weyetiaeuw expressly ~ DllY other warranties related to the softwn. Use of this IOftware Is not Intended to Cl"Cll1Wenl the need ror • design protetllonal as determined by the authority having jurildldlon. The designer of record, builder or framer Is re5!)C)l'ISlble to assure that this caloJlatfon Is ~ with the OYS1III p,ojed. ~ (Rlln !loard, Blockin\J Panels end Squash Block5) are not designed by this ~re. PtoducU meru'l<1lnd It Weyemaeuser fadlltles are third-party c:ettllled to sustatnable forestJy standards, ~ Engi,--ed Lumber Produds have been evaluatal by ICC-ES under fllltuatlon l'l!l)0ltS ESR-1153 and ESR-1387 ar,d/or tested In KCO<dance wtth applicable ASTH standards. For anent code evaluation repo,15, W~ product literlltllre and lnstallatlon detals refer to --~-~clocument-lbrary. The produa il)l)lbtlon, lnPlll deslgii loads, dimensions anrJ RJppO<t lnfOITNltlon helle been proylded l7i ForteWEII Software OpffltDr GenlrdoA(lular Gama Engineering (619) 2.S+-85'48 ~-a>m 3/11/2022 4:58:46 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 FIie Name: TAYLOR RESIDENCE Level, [FJ1] 1 plece(1) 2 x 8 DF No,2 0 H" 0C Overall Length: 8' 1 • 0 l 7 6' 1 [D All loc.ations are measured from the outside face of left support(°' left cantilever eod). All dimensions are hortzontal. Deelgnltaults AdualOLAN:aUINI Aao-d .... I.Of' l.Nd: Co1Mllnatlon (,..._,,) Member ReacUon (lbs) 548 0 31/2" 1406 (1.50") Passed (39%) -1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 416 Cl) 10 3/4" 1305 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R·lbs) 1264 C, 3' 1700 Passed (74'!11) 1.25 1.0 D + 0.75 L + 0.75 lJ' (All Spans) Uve Load Deft, (In) 0.076 0 3' 11 1/8" 0.250 Passed (1./999+) -1.0 D + 0.75 L + 0.75 lJ' (All Spans) T otZ11 Load Deft. (In) 0.147 @ 3' 10 7/8" 0.375 Passed (L/614) -1.0 D + 0.75 L + 0.75 Lr (All Soans) TI-Pro"' Rating N/A N/A N/A -N/A • Oeflec:tlo.ol criteria: U (l/360) and il (l/240). • Allowed moment does not reflect the lldjustmeot fo, the beam 5tlbllty t'actor. • A 15'M> Increase In the moment a,padty has beel'I lclded Ill aa:ount fo, repedtl\oe rnenber o.Qge, • Appllcable cak:ulltlons •e l>-1 on NOS • No ~ action between dedc and joist wu a,nsidefed In af'lillysls. '-'"' ...... Load8 to lupports (Mis) Supports TCltlll AVIiia* lleQlnd Dud ,._.Live lloofUV. Tollll ~ I • Hinger on 7 1/4" Of bum 3.SO" Hanger' I.SO" 267 216 183 666 See nob! l 2 -Honger on 7 1/4' Of beam 3.SO" Hanger• l.SO" 186 216 104 506 5ee note I • Al. hanger supports, the Total 8eer1ng dll1WISlon Is equi1I Ill the width d the ~ thlt Is supportlt'il,j the hl"96' • 1 See ConnedDr gnd below fo, llddtlonal lnfomwtlon 1rw!,/or ~. llndng lntamllt Top 6dC}e (Lu) T 3" o/C Bottom Edge (Lu) 7' 6" O(C •Maximum allowable bracing lntetvals based on ■ppried load. Connector: Simpson strong-Tie 0 S)'SU!m :Aoor Member Type : loUit Buldlng Use : Resldentlal Bulldlng Code : IBC 2018 Oallgn HelhodcJiogy: IS) Support Model s.tl.Mgttl TopF---,_,.._.. ~ ...... Aul 0,,- I • Faa: Mount Hanger LlJS28 1.75" N/A 6-lOdxl.5 3-lOd 2 -face Mount Hinger LUS28 1.75" N/A 6-lOdlCl.5 3-lOd • Refer to manufacturer notes and lnstrudlons ror proper lnSUllatlon and used aH connectDrs. o...i l'loorl.lw ltooflMI Vertk:all.oads Locetla (Side) Spacing (o.90) (1.00) c--w.1.25) Coffl-,b I • uniform (PSF) 0to8'1' 16' 15.0 40.0 . 2 • Point (Plr) 3' 16' 218.0 -215.0 W"""erhaeuler Hotel w~ warrants !hit the sizing d Its products wlll be In IICCO<dlnce with w~ produc1 design criteria end published design v.ues. w~ e,cpttS.1ly disdalms l1frY other wamntles related to the lllftwwe. Ust of this mware Is not Intended to drCUmWnl the need ror • design prn(essional as determlned by the authority halllng jumdlctlon. The desl9ner ct record, builder or tr.mer Is responslble to assure that tNs calculation Is compatible with the overall p,ojed. Aa:esaor1es (Rim Boen!, Bloddng Pands and Squash Blod<s) are not designed by this 50/tware. ProducD manufactJJred et w~ fdJtJes ere third-pally catltled ID SU5talnlble foratiy standards. w~ Englneen,d Lunber Produas twwe been l!Vliuatl!Jd by ICC-ES under evaluMlon reports ESR·llSJ Ind ESR·l387 and/or tested In aa:ordarice with applicable ASTM standards. For current code evaluatioli ~. w~ product literature end lnstlllllllon demls refer to www.weyeihaeuser.a,rn/woodproducts/dowment-llmly. The product application, lnpl.t design loads, dlrnens4clm 111d support Information 111'.-e been l)l'IMded by FateWEB Softwate Operator GeranlO Agubt Gamafnginttr1ng (619) 25+8548 ~.(X)ffl JobNotal A \X'ryuhxus,r 3/11/2022 6:00:44 PM UTC ForteWEB v3.2, Engine: VS.2.0.17, Data: VS.1.0.16 FIie Name: TAYLOR RESIDENCE Taylor Residence 1950 Basswood Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1659791, -117.3305903 ghland Academy Homeroom Hourly ... Carlsbad High ft School Football Field T OSHPD C., Coast and Country Realty ~~'\ ..i.Vt ~'l,1 C., Monroe Street Pool )atliS~~i G nogle Map data <P2022 Date Design Code Reference Document Riek Category Site Cina Type Value Ss 1.026 s, 0.374 SMs 1.232 SM1 null -See Section 11.4 .8 Sos 0.621 So1 null -See Section 11.4.8 Type Value soc null -See Section 11.4.8 F, 1.2 Fv null -See Section 11.4.8 PGA 0.46 FpG~ 1.2 PGAM O.S4 TL 8 SsRT 1.026 SsUH 1.143 SsD 1.5 S1RT 0.374 S1UH 0.411 S10 0.6 PGAd 0.513 ~$ 0.898 https://selsmlcmaps.ori:i Description 3/11/2022, 9:21 :56 AM ASCE7-16 II D -Default (See Sectlon 11.-4.3) MCER ground motion. (for 0.2 seoond period) Description MCER ground motion. (for 1.0s period) Site-modified spectral acceleration value Site-modified spectral acceleration value Numenc seismic design value al 0.2 second SA Numeric seismic design value at 1.0 second SA Seismic design category Site emplllication factor et 0.2 second Site empfrficalion factor at 1.0 second MCf:o peek ground acceleration Sile amplification factor at PGA Site modified peak ground acceleration Long-period transition period In seconds Probabilistic risk-targeted ground motion. (0.2 second) Factored uniform-hazard (2% probabilijy of exceedance In SO years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk-targeted ground motion. (1.0 second) Factored uniform-hazard (2% probability of exceedence In SO years) spectral acceleration. Factored de1erminlslic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the nsk coefficient et short periods 1/3 :&GAMA ~ IEirngoneering ~ STRUCTURAL CONSULTANTS Project: _____________ _ By: ____________ _ Date: ___ Sheet: -~fb~_of \b CBC2019 (1813), ASCE 7-18 CHAPTER 11 & 12 SEISMIC DESIGN CRITERIA Soll Site Oass Response Spectral Acc. (0.2 sec) S, = Response Spectral Acc.( 1.0 sec) S1 = Site Coefficient F • = Site Coefficient Fv-= Max Considered Earthquake Acc. ~ = Max Considered Earthquake Acc. ~1 = @ 5% Damped Design S05 = So1= Building Occupancy Categories Seismic Design Category (11.6) : D 102.60%9 37 40%9 1.20 1.926 Fa,S, Fv.S1 2/3(~s) 2/3(~,l II D (11.4.3), Default= D = 1.026g Figure 22-1 through 22-8 = 0.374g Figure 22-1 through 22-8 Table 11.4-1 Table 11.4-2 = 1.231 (11.4.4) =0.720 (11.4.4) C 0,821 (11.4.5) =0.480 (11.4.S) Table 1.5-1 ~Ce tt Cf'OfZT A,TN~(O 12.8 Equivalent lateral force procedure Seismic Force Resisting System: Light-frame walls sheathed with wood structural panels rated fpr shear resistance 0.02 10.5 1.4 0.12 ft ><= 0.75 Limited f)ullding Height (ft) "' Table 12.8-1 (12.8.2.1) Use T= 0.12 Table 12.8-2 Ct= Building ht. Hn = Cu= Appro>< Fundamental period, Ta= Ct (Hn)"x" Calculated T shall not e><ceed s (Cu)(Ta), Ts = (SDl/SDs) = 0.16 0.59 1.5Ts = 0.88 TS 1.5Ts Per 11.4.8, Exception 2, for values of Ts 1.5 Ts, the value of the seismic response coefficient Cs is determined by (Eq. 12.8-2) Response Modlflcatlbn Coef. R = Over Strength Factor Q0 = Importance factor I = Seismic Base Shear V = or need not to exceed, c, = C. shall not be less than = Min C.= Use C. = Design base shear V = R/1 So, (R/l)T 0.01 =0.126 =0.633 0.5S11/R N/A 0.126 0.126 W Control Table-12.2-1 Table-12.2-1 Table 11.5-1 (12.8-2) (12.8-3) ForS1 ~ 0.6g • • • Since building is assumed irregular, Base Shear will be increased by 25% Since Seismic Design Category is 'D', Redundancy (p) is 1.3 Since Allowable Stress Design is being used, multiply Base Shear by a factor of 0. 7 0.144 W (12.8-5) (12.8-6) (12.3.3.4) (12.3.4.2) (2.4.5) -==GAMA ~ Enguneering ~ STRUCTURAL CONSULTANTS Project: ___________ _ By: ____________ _ Date: ___ Sheet: q of \ b CBC2019 (1809), ASCE 7-18 CHAPTER 26 & 27, WIND DESIGN CRITERIA BUILDING DATA: Basic Wind Speed ( 3sec. gust): V= 100 mph (78 mph, ASD) Exposure: C Building Category: II Roof Pitch: 3 Roof Mean Height, H= :12 10.5 METHOD: DIRECTIONAL PROCEDURE p = qGCp -q(GCpt) ft q = 0. 00256KzKz,KdKeV2 Kzt = 1 Kd = 0.85 Ke= 1 G= 0.85 GCpt = :t0.18 Kz = 0.85 Cp (TABLE 27.3-1, ASCE 7-16) Windward wall 0.8 Leeward wall -0.5 Roof 1.1 MWFRS (78 mph wind) WAU PRESSURE G•cp = o.s5•o.s-(-0.5) GCpi GCp + Gcpi 1.105 ±0.18 1.3 MWFRS (78 mph wind) ROOF PRESSURE G•Cp GCpi GCp + Gcpi 0.9 ±0.18 1.1 q (PSF) 11.3 q (PSF) 11.3 P net, min = 16.0 PSF (27.1.S) Since P net < P net, min Pnet min Controls (Fig. 26.5·1, 26.5-2) (Section 26. 7) (Table 1.5-1) (Chapter 27, Part 1) (Eq. 27.3-1) (Eq. 26.10-1) (Fig. 26.8· 1) (Table 26.6-1) (Table 26.9.1) (26.11.1) (Table 26.13.1) (Table 26.10.l) p net (PSF) 14.4 p net (PSF) 12.1 -==GAMA Project: __________ _ ~ IEngoneelring i By: __________ _ ISTAUCTUl'IAL CONSUL TANTIS Date: ___ Sheet: \ 0 of \ b LATERAL LOAD DISTRIBUTION BUILDING DEAD LOAD: ROOF DEAD LOAD: Roof= (3,000 FT2}(15 PSF)= Exterior Walls= (218')(8'/2)(16 PSF)= Interior Walls= (164'}(8'/2)(7 PSF)= TOTAL DEAD LOAD, Wt = BASE SHEAR, V = 0.144 Wt= (63,544 lbs)(0.144)= UNIT SHEAR, v = V/AREA=_-=3 ........ 05,_____.psf (ONE-STORY STRUCTURES ONLY) SEISMIC VS. WIND (HORIZONTAL LOADS) ROOF LEVEL UNIT SHEAR: WIND: P=AUA x Fw = 55'(8'/2 + 3') x ..1§_ PSF = 2.05 PSF 3,000 FT2 SEISMIC: vx=_3=.0=-5 __ PSF SEISMIC CONTROLS! 45,000 lbs 13,952 lbs 4,592 lbs 63 544 lbs 9,150 lbs :---GAMA ~ Engineeringi STRUCTURAL CONSULTANTS Project: ___________ _ By: ____________ _ Date: _____ Sheet: I \ of \ b SHEARWALL DESIGN ~ ~;r _L_ Story Shearwalls, (v = 3 • 0$" psf) Grldline -' , , Tributary-Ar-ea_: ____ ($,S 1X??. s')( l2•;,{~') .l (\~ )(n.$ )/z ~ 5°'10 sq . ft. Lateral Load: SI.fa fr 7< 3.os f,SF)-=-I, 6 '-17 Lbs Lateral Load (Above): _________________________ Lbs Shearwall Length, L = 1 , i S" ft. r;, 1 Seismic Load, Fx = I G'-1 '7 Lbs Unit Shear, v =-F.)_L_=_\"'-b-<\--p-lf_x_ u -= lq 3 flf \ l) (1>."l') Shearwall type: @ Wall Overturning: L = 3· 5 ft. [ ] Overturning Okay by inspection OTF= l<\3 fld%) -0,b (\€ l'H)(%1)('3i5 1l) Lbs HoldownType: HOv 1 0 Grid line l , Tributary Area : _____ ....;(..,.3=8~)(;;..;:t'-'-7.:..::. ~:....' _/....,2_:. __ ,---__________ .,.;S...;.c-""~~ sq . ft. Lateral Load: 5l3 r,"l( ~.o< r:,r )0 I, .$0. ~ Lbs Lateral Load (Above): Lbs Seismic Load, Fx= _f _<;"-'qc....:S::.-_Lbs Shearwall Length, L = I 6 • 15 ft. Unit Shear, v = FxfL = 15 plf Shearwall type: (I) Wall Overturning: L = \ 6 • S-ft . ( -~ Overturning Okay by inspection ---OTF = _____________________________ Lbs Holdown Type: __ _,_N.;..;o:....T'~ .... R"'-l...;;.G_,1\,)"'------ Gridline _____ _ Tributary Area: _____________________ .£... _____ sq. ft. Lateral Load: Lbs Lateral Load (Above): Lbs ____ Lbs Shearwall Length, L = ________ ft . Unit Shear, v = FJ L = ___ plf Shearwall type: Q OTF = --:=---~~------------------------Lbs Holdown Type: ------------ ---~AMA ~ Engineeringi Project: ___________ _ By: ____________ _ STRUCTURAL CONSULTANTS Date: _____ Sheet: \ 2.. of \b SHEARWALL DESIGN A!:,, _.;...._\_ Story Shearwalls, (v = 3. 0 ~-psf) Grid line A Tributary Area : (Z1 1)(ss2h ~ :J'-13 sq. ft. Lateralload: f'-{,Sr-r 1 (3.0S-PM)=-2,2,i Lbs Lateral Load (Above): _________________________ Lbs ~ ft. Seismic Load, F,= ? 2,6 Lbs Shearwall Length, L = Unit Shear, v = FxfL = lg':( pit Shearwall type: @ Wall Overturning: L = 8 ft. [ ] Overturning Okay by inspection I OTF= Z8 ~L~C ')-o.~ (t1)(1r~r +(~/z %. ) : Holdown Type: \ t)\l 2.. Gridline ~ Tributary Area : (t~5)1.s')t (ys1)Ca')/z = Lateral Load: 600 Fi? (3 .0$ P:,r) : Lateral Load (Above): Shearwall Length, L = _____ I __ ?_. 1_· 5 ___ ft. 1 Unit Shear, v = F,/L = f l.f J pit i X -:: Z-2 'f rLF 2 (7.5') Shearwall type: Seismic Load, F. = @ Wall Overturning: L = Z • 5 ft. [ Ji Overturning Okay by inspection , ) 6 J J Z s' OTF= '27'1 flf (~ )-G.6[(~(1.5 /' F) f (/t /·)1) ~- Holdown Type: ---t1~r?~u~7 ________ <Q> Grid line _____ _ ) 61 S Lbs 600 sq. ft. I, &3o Lbs -Lbs I, & 3 a Lbs Tributary Area : ______________________ ....,...... ____ sq. ft. Lateral Load: Lbs Lateral Load (Above): Lbs ____ Lbs Shearwall Length, L = ________ ft. Unit Shear, v = F,/L = ___ pit Shearwall type: Q ) Overturning Okay by inspection OTF= L~ -----.,,.,.,C.------------------------H o Id own Type: -,,,,.:;__ _________ _ --\:iAMA ~ Engineering~ STRUCTURAL CONSUL TAN TS Project: __________ _ By: __________ ·_. __ Date: _____ Sheet: \ 3 of \ 6 CONTINUOUS FOOTINGS ALLOWABLE FOOTING LOAD Allowable Soil Bearing Pressure (ASBP) = \ 5 0(:J psf Width (b) = \ ft. Depth (h) = -~_ft. Allowable Distributed Load: WALLow =ASBP (b)= (l,':>00 fsF)(lp) -l,soo pit USE: \2_ "Wide x \2 "Deep with __ # L/ Top & Bottom (/lssvtv.1/.J(, M IJlf".\J,M f'(IIJfOKccME>J'l) Allowable continuous footing point load: PA11owable =ASBP(b)(2)(h)= U,soo f.St)Clf1)(l)( Ip) = 3 Oo o lbs CASE 2: lvJ[.\JJ F 001 l1-J6 Width (b) = \ ft. Depth (h) = __ \ __ ft. Allowable Distributed Load: WALLOW = ASBP (b) = \,soo pit USE: \ 1 "Wide x \ 1. "Deep with "2. # 4 Top & Bottom Allowable continuous footing point load: PAuowable = ASBP(b )(2)(h)= (I, soo f5, J ( \ n )( 2 )( \ n ) = ..)_ Ooo lbs -bAMA -':::!JP Engineering~ STRUCTURAL CONSUL TAN TS Project: _________ _ By:·----------...---- Date: ____ Sheet: l L-\ of \ b SPREAD FOOTINGS MARK: CTI] PMAX=ASBP(width)2 = (l,500~Sf)(2Fr)1 ~ b,Oc,o Lbs I USE: 24" Square x ) 7. " Deep with (2) # L( Each way @ bottom MARK: IT[] PMAX = ASBP (width)2 = -----=---= _______ Lbs Each way @ bottom MARK: [IT] PMAX = ASBP (width)2 = --=-------Lbs USE: 36" Square x ~ # Each way@ bottom ------ MARK: [HJ PMAX = ASBP (width)2 = --USE: 42" Square x ':_Qeep -with (5) # -----Lbs Each way @ bottom ------- MARK: (:TI] PMAX = ASBP (width)2 = --------Lbs USE: 48" Square x _:..O.eSf)""Wttfi\6)# Each way@ bottom --------- --\:iAMA ~ Engineering ~ STRUCTURAL CONSULTANTS Project: _____________ _ By: ____________ ._. __ Date: _____ Sheet: \ S: of \ 6 SHEARWALL SCHEDULE Al.LOW. 5 /8" DIA. SILL PLATE BOTTOM SILL Pl.A TE A TTACHt.4ENT TOP PLATE ATTACHMENT MARK PL YWOOO TYPE LOAD PL YWOOO NAILING ANCHOR BOLT SP ACING TO RIM ..OST OR BLK'G TO Rlt.l ..OST OR BLK'G (Plf) 0 FOO NOA TION BEi.OW ABOVE 0 U1i_" THCK STUCCO W / 180 NO. 11 GA., 1-1/2"LONG, 45• o.c. 16d O 8" O.C. A35 0 16" 0/C TLANO CEMENTON O\Ul (JI V!Q',{N Yl1RE MESH 7 /16" HEAD O s· 0/C LTP4 0 24" 0.C. 0 3/8" COX PLYWOOO 260 8d O 6" O.C. E.N. & 12 0/C F.N. 45• o.c. 16d O 8' 0.C. A35 0 16" 0/C (JI L TP4 0 24" 0.C. 0 3/8' COX PL YWOOO 350 8d O 4' 0.C. E.N. & 12 0/C F.N. 32' o.c. 16d O 6" 0.C. A35 0 12' 0/C (JI LTP4 0 16" O.C. 0 3/8' STRUCTURAL I 550 8d O 3" O.C. E.N. & 12 0/C F.N. 24' o.c. 16d O 3' 0.C. A35 0 8' 0/C (JI RA lEO PL YWOOO * LTP4 0 12' 0.C. 0 3 /8' STRUCTURAL I 8d O 2• 0.C. E.N. & 12 0/C F.N. 16" o.c. 16d O 2' O.C. A35 0 6" 0/C 730 (JI (JI RA lEO PL YWOOO * 3/8' dio X 6" LAGS O 8" O.C. LTP4 0 8" O.C. 0 15{}2' STRUCTURAL I 10d O 2• O.C. E.N. clc 12 0/C F.N. 16d O 2• O.C. A35 0 s• 0/C 870 16" o.c. (JI (JI RATED PL YWOOO * (1-1/2' 1M HAL f'NlRA'IIQI) 3/8" dio X s· LAGS O 8" o.c. L TP4 0 8" O.C. 0 15~TRUCT\JRAL I RATED 10d O 3• O.C. E.N. clc 12 0/C F.N. 3/8" dio X s· LAGS O s· o.c. PL ~APPUED T~ 1330 12' o.c. L TP4 0 5' O.C. BOTH SIDE Of WALL * (1-1 /2' 1M NM. P0£1RA llQI) SHEARWALL SCHEDULE NOTES: 1. ALL ANCHOR SOL TS SHALL HA VE A MINIMUM EMBEOMENT Of 7 INCHES 10. SHEARWAI.LS Yl1TH MORE THAN ONE \UlTICAL PANEL IN HEIGHT SHALL INTO CONCRETE {UNO) clc NOT SPACED MORE THAN 6 FEET APART. HAVE EITHER VERTICAL OR HORIZONTAL STAGGERED SPLICED ..ONTS. 2. USE DOUGLAS FIR ND. 2 PRESSURE TREA TEO SILL Pl.A TES. 11. ALL PL YWOOO PANELS SHALL BE BLOCKED W/ 2X BLOCKING, (UNO) 3. 3"x3'x1/4" PLATE WASHERS SHALL BE USED ON EACH SILL PLATE 12. PROvlOE Jt&: MINIMUM EDGE DISTANCES FOR All SHEA THING ANO FRAMING ANCHOR BOLT. MEMBER E HAILING. 4. PROvlOE A MINIMUM Of 00 ANCHOR BCX. TS PER SILL PLATE Yl1TH ONE Bcx.T 13. ALL EDGE NAILING SHALL PENETRATE INTO FRAMING 1-3/8" MINIMUM, UNO. LOCATED WTHIH 12" Of EACH ENO Of EACH PIECE. 14. PLYWOOD SHEATHING EOGE NAILING IS REQUIRED AT ALL HOLD-DO~ POST. 5. CONTRACTOR'S OPTION TO USE 5/8" DIA. ALLTHREAO W/ SIMPSON 'SE1-XP' 15. FRAMING SHALL BE 3" NOMINAL OR 'MDER AND NIJLS SRALL BE STAGGERED EPOXY 5' MIN. EMBEOMENT AND EOG£ DISTANCE Of 1-3/4" AT SAME SPAONG AT ALL PLYWOOD ..ONTS AND SILL PLAT£S, AT V= 350,. Plf. OR GREATER.* SHOv.,.l HERE IN. 6. FASTENERS FOR PREASSURE-PRESERVATIVE TREATED ANO flRE RITAROANT 16. AT AO..ONING PANEL EDGES, 2-2X STUDS NAJL£D TOGETHER MAY BE USED IN Pl.Act Of A SINGLE 3X STUD. TREATED V!OOO SHALL BE Of HAT-DIPPED ZINC COAlEO GALVANIZED, STAINLISS STEEL. SILICON BR()lZE OR COPPER. 17. \\HERE SHEA THING PANELS ARE APPLIED ON BOTH FACES Of THE SHEARWALL. BOTTOM PLATES O\Ul FRAMED FLOORS TO HA'tf: EITHER NAILS OR LAGS W/ SHEATHING PANEL ..ONTS SHALL OCCUR AT 3x NOMINAL OR THICKER FRAMING 7. MEMBERS. PANEL ..ONTS ()l EACH SIDE Of WALL SHALL BE STAGGERED. NAIL SPACING Of 3" O.C. OR LISS SHAl.l PENETRATE INTO SOUD 4X BLKG. LAGS SHALL PENETRATE AT LIAST 3• INTO BLOCKING BELOW. 16. FRAMING CUPS: A35 OR L TP4 OR APPROVED EQUIVALENT. 6. SHEAR PANELS SHALL BE APPLIED OIRECTL Y TO STUD FRAMING AT 19. DIAPHRAGM SHEA THING NAILS OR OTHER APPROVED SHEA THING CONNECTORS 16" ON CENTER MAXIMUM. SHALL BE ORl',{N SO THAT THEIR HEAD OR CRO'M-1 IS FLUSH 'MTH THE 9. ALL NAll.S SHALL BE COMMON Y11RE NAILS, U.O.N. SURFACE Of THE SHEATHING. ---bAMA -::::::P Engineering~ Project: ___________ _ By: ________ ~--~- Date: _____ Sheet: ~' G~ of \ b STRUCTURAL CONSULT ANTS HOLD-DOWN SCHEDULE MARK MIN. POST FLOOR TO FLOOR MARK MIN. POST WALL TO FOUNDATION 0 2-2X MSTC40 <§> 4X4 DF #2 HDU2 0 2-2X MSTC52 0 4X4 DF #2 HDU4 0 2-2X MSTC66 <§> 4X4 DF #2 HDU5 0 4X4 OF #2 CMST14 w/ <v 4X4 OF #2 HDU8 (30) 16d NAILS v 4X4 OF #2 CMST12 w/ <1]> 4X6 OF #2 HOU11 (40) 16d NAILS STORM WATER POLLUTION PREVENTION NOTES 1. All NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE O~ER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL 3. THE O~ER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT { 40X). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNO'M..EDCE lHA T I MUST: ( 1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO lHE MAXIMUM EXTENT PRACTICABLE TO AVOID lHE MOBILIZATION OF POU.UTANTS SUCH AS SEDIMENT AND TO A VOID lHE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POUUTANTS; AND (2) ADHERE TO, ANO AT All TIMES, COMPLY WllH lHIS cm APPROVED TIER 1 CONSTRUCTION SWPPP lHROUGHOUT lHE DURATION OF lHE CONSTRUCTION ACTIVITIES UNTIL lHE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY lHE CITY OF CARLSBAD. E-29 08/25/2022 DATE STORM WATER COMPLIANCE FORM TIER 1 CONSTRUCTION SWPPP E-29 cs ·20 2z--zz17 SW_--- BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Cootrol Sediment Coolrol BMPs T~ Noo-Stoon Wale< Waste Management and Materials CootrolBMPs Management BMPs Polutlon Cootrol BMPs BMPs .,, .!i .!i .,.. ~ ii ~ ii C u u E .,, !3 0 .5 ~ .§ ~ ·E -~ 0 i C 0 i ., 0 "' .,, ., g' Ill l g 1 ~ g 5 "' CO> c 6~ 0" Best Management Practice• ~ s 0o g-CD ID' ·s -.§ w f 6 :;; ii =~ ., ~ .!: '-'.~ .,, 'ii ::: .!] (BMP) Description ➔ ; .!. .. E '8 g' CD ~~ .§ ; .., ., i C 0 ::, "' i 3 ~g ~ " ii 0 :-~ 11~ ]i li !s 0 C, 1l E 0 ID .,.. .!! .. "' i IX 0 ~! CJ':.;:; ., :-§ 8' :§ I~~ ~:g, I =r-~ .... .E i:! l 'g ~~ _,,g -~; ~ ~.s J 8-Ill IE jg .!! :s Ill 0 { ~g ~ .. ~ ii 0 ~o c,,8 0 = !s ~ ~~ !ii 6 ~ ~~ JI en it 0 0, ~8 ~0 111 Q) C v, IX 0.. ::,Ev, "' ii, Jl-u v,::a, CASOA Designation ➔ ,._ a:, 0> .., • "' "' ,._ a:, 0 N .., ,._ a:, ' N .., . "' I I I ' ' I I I I I I ' ' I ' I I I I I I I '-' '-' '-' '-' Ill Ill Ill Ill Ill Ill Ill Ill l!c l!c V) V) V) V) i i i i i Coostruction AdiYity w w w w z z z z Grodin• •~i Disturbance X '>C Trench Ina /t,cavaticn X X X Stockoilina Drill in a /Borina Concrete/Asohalt Sowcuttina Concrete Flatwo<lc ...., X IX- Pavina '- Con~it /Pne Installation Stucco/Mortar Work ..., V .,, I'>< -,,( ~ Waste Disoosal Staainn/1 av Dawn Area E~•:.-.ment Maintenance and Fuelina Hazardous Substance Use /Star-· Dewoterinn Site Access Across Dirt Other /iistl: Instructions: 1. Check the bo, to the left of all applicable construction activity (fnt column) expected to occur during construction. 2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stonnwater Quality Association (CASOA) designation number. Chaase one or more BMPs you intend to use during construction from the list. Check the bo• where the chosen activity row Intersects with the BMP column. 3. Refer to the CASQA construction honcllook far information and detais of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION i ~-., ii j!E .,, .. ~"' 00 NC 00 :I:2 "' I i )( ' SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN. SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN. Site Address: 1950 Basswood Avenue, Cartsbad. CA 92008 Assessor's Poree! Number: 2_05-080-58-00 Emergency Contact: Name-Hector Aramburo 24 Hour Phone: 619-517-8881 Construction Threat to Storm Woter Quality (Check Box) 0 MEDIUM []I LOW ~ i] ., E -.. b g, !s li '-'"' ao I i X V -x Page 1 of 1 REV 02/16 DD D [! J I D~ . - 11 1 1 1 r 1 I II I i Plot Pla n I ,t -- . . - - - - - - - - - - - - - - - e~ . S l rnt . __ _ _ _ _ _ _ _ _ _ ,.. . . __ Oh ms I Ar c h ite c t s IS 4 5 ~ S L S . , - . O i t 9 o - C A l 2 1 0 2 p: t l t . 5 1 7 . a e l l Ta y lo r Res i den c e 11 e 0 e u . _ , . _ _ ~C A . W O O i