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Home My WebLink About2091 Rutherford Rd; ; CBC2018-0085; Permit(city of Carlsbad Commercial Permit Print Date: 06/21/2018 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2091 Rutherford Rd BLOG-Commercial 2121202500 $30,000.00 Work Class: Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Description: RUTHERFORD LLC: CREATE NEW TRASH ENCLOSURE Applicant: TIM SEAMAN 619-993-8846 BUILDING PERMIT FEE ($2000+) BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG} BUILDING PLAN CHECK FEE (BLDG) Owner: DC T RUTHERFORD LLC Po Box 173382 DENVER, CO 80217 303-597-2400 ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL ELECTRICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL MECHANICAL BLDG COMMERCIAL NEW/ADDITION/REMODEL SB1473 GREEN BUILDING STATE STANDARDS FEE 561473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL STRONG MOTION-COMMERCIAL Total Fees: $1,142.00 Total Payments To Date: Tenant Improvement $1,142.00 Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: Balance Due: 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. Permit No: CBC2018-0085 Closed -Finaled 02/14/2018 04/26/2018 TFraz 6/21/2018 3:14:36PM $0.00 $278.00 $278.00 $194.60 $194.60 $43.00 $43.00 $45.00 $45.00 $2.00 $2.00 $8.40 $8.40 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov THE FOLLO'MNG APPROVALS REQUIRED PRIOR TO PERIIIT ISSUANCE: QPLANNING (JENGINEERINO 0BU1LDING OFIRE OHEALTH C]HAZMATIAPCD Cacy of Bulldlng Permit Appllcatlon Plan Check No. Ct!(_A_(l I~ 1/JRCj 1635 Faraday Ave., C.r11bed, CA 92008 Est. Value 11. 1..P,OOO Carlsoad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. DapoalJ emall: bullding@carlabadca.gov www.carl11N1C1C11.gov Date :J 114 II <;( ISWPPP JOIIADDREA 2091 Rutherford Road, Cartsbad, CA 92008 r'N 212 -120 -25 -00 1w,,rn~=•• 'LOT# r-~· r vr ~, .. ~ row--#IIA,......,_ 1·-·----· r-•~ TYPE r-unuur Lot 51 Of'-IIK! ........... Fut rl NrNCdArM(II) New trash enclosure, new roof over trash enclosure and new concrete level loading area. /JIVL Jo,c&o EUITINIIUII I ·-r"RAGE (SF) l'ATIOB(SF) 1~(5F) FIREPLACE IA1RumD111UP1ING rRE ....... NKLERS YES0, Nt(1] m ONO [Z] YES0Nc(2] APPUCWff NAMI-Manuel Montalvo PIIOPUTY OMID NAME OCT Rutherford LLC ... ·-···"· ..... ADDRESS ADDRESS 1717 Fifth Avenue 12 Corporate Plaza, Suite 150 CITY STATE ZIP cnv STAlE ZIP San Dl&AO CA 92101 NeWDOrt Beach CA 92660 PHONE lfAX PHONE rAX 619.232.0261 949.219.1241 EMAIL EMAIL Manuelftoclodasigngroup.com Roley@dctlnduslrial.com D-PllOFE8MMW. Rodoffo Ocio CCllffltMmlR BUI, NAME White Construction ADDRESS ADDRESS 1717 Fifth Avenue 2524 Gateway Road CITY STATE ZIP CITY STATE ZIP San Dleao CA 92101 Carts bad CA 92009 PHONE rAJ( PHONE I FAX 619.232.0261 780 931.1130 EMAIL EMAIL Rodolfo@ociodesigngroup.com Randy@whleconstructJonlnc.com l STi\TE LIC. ft STi\lELJC.t la>as l QTY Ill& UC.. 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O&HA:.-.iOSHApimtllapadilr.....__.lD'dllplllddlndblllrllnlluclillfl....__.311a1111t1118Ut EXF1RATD1:e.ypmtilludbt" .. Ui'uatirlfll'lllr .. 11117MnrlNIQldanl-llylnillblllldlmml'dlllllldlJ .. IIIB,gmwadl....._brlldlpnlllnolaamnnedllihrl 18Ddl,allum .. drlllaflldlpintal .. lllB,galllllli:......_.byllldlpntll....-im......_•..,.,.* .. mkll---lnplllodol1811diiiJB(Slclon 108A.41Aibm~Qmi AS"APPLICMT'l._-n. DATE Ol,. 0 £ I f, • STOP: THIS SECTION NOT REQUIRED FOR BUILDIN.G PERMIT ISSUANCE. Complete the following ONLY I a Certificate of Occupancy wlll ba raqlllltad at flnal inspection. Fa (780) 802-8580, 1:111111 building@cadsbadca.gov ar MIi iiie COl'l""'8d bm ID Cltyof Cartabad, Ulq Diwml 1835 Fllllday A-, Carlebad, Cllbnll ll2008. Al>IJR $TATE FAX DBMIWOPl'IONI PICK UP: CONTM:I (Llad lbcM) OCCUPANT (Ulllla •-.J CONnACl'CIRi(III .... :IJ MAIL 10: CONTACI' (1.1111111 alNMI) OCCUPANT (UIDd mDllt) CONTRACl'OR ton .... l) MAIL/FAXfOO'nlER: _____________ _ COl:(llfllMU.Oni,t CA BUS. UC. NO CHMIE IN UIE/ NO CONl'IRIICIIDN CHANIIE 01' UIE/ IIO CONIIRUCmON DATI +c,rv o, PLUMBING, ELECTRICAL, MECHANICAL WORKSHEET De11elopment Services Bulldlns Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Building@ca rlsbad ca.gov CARLSBAD B-18 Project Address: Permit No.: lnbmatlon provldad below reren to wort. balll; dona on the abaw menl:lonad pemt on"- Tllis form m•st be com11tted and nt11ntd to ... lulhfl•g Dlyl11N before tlle Nnnlt can be ltned. Budding Dept. Fmc (160) 60H5S8 Number of new or relocated fixtures, traps, or floor drah ·----·--------· Q Number of new roof drains?,,---·-------------------~ lratall/alter water line?___ --------------· _a Number of newwat.r haabm?-.. _ .. _____ ,. _________ .. ________ A Number of new, relocated or replaced gas outleb?-----.. ------------A Numb« of l'IBIN hose bb? _______________________ ..:Q.__ llelldenl:lal Pennltsl \. \ (I+ New/expanded service: Number of uw amps: __ \"' ______ _ Minor Remoc:W an&,t Yes_ No -:fL Commerdal/lnduslrlah '\ ~\-'\ t:"tvc.A ~ v(l..~ Tenant lmprowment: Number of mdstllll amps /nwJNtJd In this p,r,Jed: v{A Number of new amps /nwlwJd In this proJsd: New CGIIIINdlonl AmPI per Panel: ~ Sb,gla R,asa, _ ............ ___ .. ____ "........ 4¥ Nufflber of w amperes ___ =---- Three Phase.--------------· Number of w amperes.. ___ :@:. ____ _ Three Phase 480---"""'" -·------Number of new C111peres ___ @,..... __ Number of new furnaces. AJC. or heat pumps?---------.. , .............. -....... 8 r.u, or relocated d&.lct \AIOl'tt?..---·······••••••t ···--------Yes No )< Nunlberof nawflreplace5?----"------------· ~ NIM"l'll>ar of r1aA1 e,cl,mJst fclrls? .. __ .....,....._....... • , .... "_ ... ______ _ Relocate/lnsta'II Ulllt7 Mff4....._ __ ,_.,........,._ ... _....._NM ...... ________ ... _____ _ NulTlber of l'NMU flXl1at.lst lioodl?-.. -....... ...__ ........ -. ................... __ _......,. .......... _ ... _ .. , __ Number of new bolers or a,mpressors?,.,....... ... --------Number of HP .--. B-18 Page 1 of 1 Rev. OMl9 PERMIT INSPECTION HISTORY REPORT (CBC2018-0085) Permit Type: BLDG-Commercial Application Date: 02/14/2018 Owner: D C T RUTHERFORD LLC Work Class: Tenant Improvement Issue Date: 04/26/2018 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 11/13/2018 Address: 2091 Rutherford Rd Carlsbad, CA 92008-7320 IVR Number: 9529 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Re inspection Complete 06/21/2018 BLDG-Final 061936-2018 Passed Tim Frazee Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Structural Final Yes 05/1112018 06/10/2018 BLDG-11 067647-2D18 Passed Tim Frazee Complete Foundation/Ftg/Pler s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 0611412018 05/14/2018 BLDG-66 Grout D67877•2018 Passed Tim Frazee Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 06/2112018 06/2Dl2D18 BLDG-Flnal 061621-2018 Passed Tim FrazlliJ Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Structural Final Yes June 21, 2018 Page 1 of 1 i' Es Gil DATE: February 23, 2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0085 SETI PROJECT ADDRESS: 2091 Rutherford Rd. PROJECT NAME: Trash Enclosure D APPLICANT ;zt' JURIS. [g] Th~lans transmitted herewith have been corrected where necessary and substantially comply wifh the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: [g] EsGil staff did not advise the applicant that the plan check has been completed. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: Mail Telephone D REMARKS: By: Kurt Culver EsGil Telephone#: (by~) Email: Fax In Person Enclosures: 2/20/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 I' Carlsbad CBC2018-0085 F,ebruary 23, 2018 [DO NOT PAY-THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0085 PREPARED BY: Kurt Culver DATE: February 23, 2018 BUILDING ADDRESS: 2091 Rutherford Rd. BUILDING OCCUPANCY: BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Trash Encl. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: 0 Complete Review 0 Repetitive Fee -----;;i Repeats Comments: D Other D Hourly EsGII Fee Reg. VALUE ($) Mod. 30 000 30,000 $278.49! $181.021 D Structural Only 1-------1,Hr. @ • $158.741 Sheet 1 of 1 PCSD Engineering Corp 3529 Coastview Court carlsbad, CA 92010 Ph: 760-207·1885 Structural Design CalculathMt-CEJ Trash Enclosure I"{ C: VE D Client Oclo Design Group 1717 Fifth Avenue San Diego. CA 92101 Project 2091 Rutherdford Road Carlsbad.CA 92008 January 31, 2018 PCSD FIie #: 18-040 JAN 1 B 2018 CITY OF CAR LSBAO BUILDING DIVISION Paul Christenson San Diego Engineering 3529 Coastview Ct -Carlsbad, CA 92010 Telephone (760) 207-1885 -Email: paul.pcsd@gmail.com 1.0 Design Criteria: · 2091 Rutherdford Road Code: Timber: 18-040 2016 California Building Code -ASCE 7-10 Douglas Fir-Larch (DF-L), WWPA or WCLIB 2x Wall Framing: DF-L #2 (unless noted otherwise) 2x Rafters & Joists: OF-L #2 " " Posts & Beams: DF-L #1 " " Glue-Lam Beams: Simple Span: Grade 24F-V4 (DF/DF) Grade 24F-V8 {DF/DF) Cantilevers: Sheathing: Min. APA-Rated Sheathing, Exposure 1, Plywood or OSB (U.N.0.) Engineered Framtng Wood I-Joists: TJf 110,210,230,360,560 ICC ESR-1153 1.9E Microllam, 2.0E Parallam ICBC ER-4979 Concrete: Concrete Block: Mortar: Grout: LVL,PSL Compressive Strength @ 28 days per ASTM C39-96: Footings: f'c = 2500 psi Grade Beams: f'c = 3000 psi Grade N-1 per ASTM C90-95, fm = 1500 psi per ASTM E447-92 Type S Mortar Cement per ASTM C270-95, Min. fm = 1800 psi@ 28 days. Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91, Min. f'm = 2000 psi @ 28 days. Reinforcing Steel: #4 & Larger: #3 & Smaller: ASTM A615-60 (Fy = 60 ksi). ASTM A615-40 (Fy = 40 ksi) Structural Steel: ·w· Shapes: ASTM A992, Fy= 50-65 ksi Plates, Angles, Channel! ASTM A36, Fy = 36 ksi Tube Shapes: ASTM ASOO, Grade B, Fy= 46 ksi Pipe Shapes: ASTM A53, Grade B, Fy=35 ksi Welding Electrodes: Structural Steel: E70-T6 E90 Series Bolts: Soils: References: AS 15-60 Rebar: Sill Plate Anchor Botls & Threaded Rods: Steel Moment & Braced Frames: 1500 psf Bearing Pressure A307 Quality Minimum A325 (Bearing, U.N.O.) ' , ;rs>... PCSD Engineering i.; ,. · 3521 Coastvlew Court .. , . Carlsbad, CA 11201 D · "'t<i•hci c1so> 2111.1as -~ ... '""' paul.pc:sdOgmall.com Title 6' CM!J Wall Job#: Description .... 6' CMU Block Wall This Wall in File: C:\Ueers\PaulC\Desktop\PCSD\2018\18-000-0cioTrash\calc\poway.RPX Dagnr: pc Page: 1 Date: 20 JAN 2018 R-..lnPro (C) 1917-2017, Butkl 11.17.11.03 ucenae: KW.-0112S2 Cantilevered Retaining Wall Uc:enn To : PCSD Engineering Code: CBC 2016,ACI 318-14,ACI 530-13 ,· c.rtte_,,_._-----·· __ _.I / iouoaia ___ . • Retained Height Wall height above soil = Slope Behind Wall ,. Height of Soil over Toa • Waler height over heel = 0.50 ft 6.00 ft 0.00 6.00in 0.0 ft Allow Soil Bearing • 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psflft Passive Pres$Ure Soll Density, Heel sou Density, Toe Footingl\So\l friction Soil height to Ignore = 150.0 psf/ft :: 110.00 pcf • 0.00 pc-f • 0.400 i ' I i I ' ··~-~ ' .·· 1 ··. l . I ., >i for passive pressure " 12.00 in I ----·-·· j Surcharge Loads Surcharge over Heal = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used tor Sliding & Overturning 1 Axlal Load Apr,fled to Stem • Axial Dead load = 50.0 lbs Axial li\18 Load = 50.0 lbs Axial Load Eccentricity = 0.0 in [laieral Load Applied to Stem -) Lateral Load ... Height to To~ ... Height to Bottom Load Type = = 0.0 #lft 0.00 ft 0.00 ft "' Wlndc,N) (Service Level) Wind on Expcsed Stem _ (Service Level) 0.0 psf ! Adjacent Footing Load · A acent oot ng Loa s Footing Width "' 0.00ft Eccentricity "' o.oo;n wan to Ftg CL Diet • 0.00 ft FootJng Type Line La11d Base Above/Below Soil = o.o ft at Bad< of Wall Poisson's Riltlo ::, 0.300 I S•te-m•.•W•e•ig•h•t•S•e•l•s•m•lc-L.o.ad __ _.1 Fp f Wp Weight Multiplier 0.330 g Added seismic base force 126.1 lbs I Design Summary · ----:J Wall Stability Ratios Overturning "' 1.73 OK Slat, Resists All Sliding ! Total Bearing Load ... resultant ecc. .. 983 Iba 6.45 in Soll Pressure @ Toe 1,417 psf OK Soil Pressure@ Heel = 0 pst OK Allowable = 1,500 psf Soll Pressure Less Than Allowable ACI Factored@ roe "" 1,983 psf AC! Factored ® Heel = 0 psf Footing Shear G Toe = 6.9 psi OK Footing Shear O Heel = 1.3 psi OK Allowable = 75.0 psi Slldlng calcs Lateral Sliding Force 159.9 lb.S Vertical com?Qnent of active lateral soil pressure IS NOT considered in the catc:ulation of soil bearing Lo.ad F.tc:tofa ---~-- Building Code CBC 2018,ACI Dead Load 1.200 Live Load 1 .600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 / Stem Construction ) _Bottom_·----~-. -~m~ Da1lgn Height Above Fts; ft• 0.00 Wall Material Above RHr -= Masonry Design Method "' ASD Thicknagg = 8.00 Rebar Size # 4 Rebar Spacing 24.00 Rebar Placed at Center Design Data ~---------· ·----~---·-· fb/FB + fa!f=a = 0.745 Totll Force 41 soeuon Serv1ce Level lbs = 129.9 Strength Level Iba= Moment ••.• Actual Service Level ft-#• 410.5 Strength Leval ft-# .. Moment. .... AHowable • 569.8 Shear ..... Actual Servlce Level pai s 1.4 Strength Level psi = Shear ..... Allcwable psi• 45.8 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' In= 3.75 M•onry Data -··--· -·-----· rm psi "" 1 ,500 Fs psi"" 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.46 Well Weight psf= 84.0 Short Term Fedor ~ 1.000 Equiv. Solid Thick. In• 7 .60 Masonry Block Type = Normsl Weight Masonry Design Method "" ASD Concrete Data f'c Fy psi= psi"' -----···--- .. .......... .,.... _____ .................... ...-... ~.----· ,;;, · ·· · 3&29 Coastvlew Court • t:1),::,.,. PCSD Engineering Title I' CM!,J Wall Job#: Dsgnr: pc Page: 2 Date: 20 JAN 201 B . . , .. ~ Cartsbad, CA 92010 · ~Q,~& (780) 207-1885 ... ,~,..,..,. paul.pcsdGafflall.com Description .... I' CMU Block Wall This Wall In FIie: C:\Usars\PaulC\Desktcp\PCSD\2018\18-000-0cioTrash\Calc\poway.RPX RnlnPro (cl 1981•2U1T, Build 11.17. 11.03 LJcenN : KW.QIOl1232 Llctm• To : PCSD Enplnearlng Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 / FooUng Onnenslons & strengths I Toe Width = 0.67 ft Heel Width • 1.33 Total Footing Width = -2.00 Footing Thickness = 12.00 In KeyWidlh = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 tl fc • 2,500 pir.l Fy • 60,000 pal Footing Ccncrete Density • 150.00 pd Min. M %. = 0.0018 Cover G Top 3.00 @ Btrn.• 3.00 in Footfng Design Resufts Ia Factored Press1Jre = 1,983 Mu' : Upward • 370 Mu' : Downward = 82 Mu: Outgn = 288 Actuat 1.JNay Shear = 6.88 ANaw 1-Way Shear "' 40.00 Toe Reinforcing = None Spec'd Heel Reil\'forclng = None Spec'd Kay Reinforcing = None Spec'd Olher Acceptable Sizes & Spacings •• Hl!I 0 psf 0 fl-:# 82 ft-# 82 ft-# 1.35 pei 40.00 psl Toa: Not req'd: Mu < phi*5"1ambda"aqrt(f'c)*Sm Heel: Not req'd: Mu< phi*S"lambda"sqrt(f'crsm Key: No key defined Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 9.26in t5@14.35in #6@20.371n 0-52 ln2 0.26 ln2 Ill If two layers of horizontal bars: #4@ 18.52 in #5@2S.70 in #6@40.74 In : Summary of Overturnlnp & Resisting Forces & Moments . . .... OVERTURNING ..... • .... RESISTING ..... Heel ACIIVe Pressure = Surcharge over Heel • Surcharge Over Toe = Acljacent Footing Load = Added Lateral Loaa = Load CD Stem Above Soil • Seismic Stem Self Wt Total = Resisting/Overturning Ratio Force Diatanc:e Moment lbs ft ft-# ---·--·---- 33.8 0.50 16.9 126.1 4.25 536.0 -----159.9 O.T.M. 552.9 = = 1.73 vertical Loads used for Soll Pressure = 982.6 Iba Force Dlnance _ ... ___ _ Soil OVer Heel = Sloped Soil 0....-Heel "' Surcharge Over Hael • Adjacent Footing Load = Axial Dead Load on Stem• • Axial Live Load on Stem = Soil Over Toe • Surcharge OVer Toe Stem Weight(&) = Earth @ Smm Transitions= Footing Weight = Key Weight = Vert. Component _• __ lbs ft 38.6 ,.87 50.0 1.00 50.0 1.00 0.33 548.0 1.00 300.0 1.00 ·-----, Moment it-# 61.1 50.0 50.0 546.2 300.0 Total• 932.6 lbs R.M.• 957.3 If &eisrnic Is Included the OTM and sliding ratios bl!l 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral son pressure IS NOT considered in the calculation of Overturning Resistance. TIit I • Axial live load NOT Included In total displayec:11 _or uaed for overturning resistance, but is included for soil pressure caiculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not conaide18d) Soll Spring Reaction Modulus Horizontal Defl O Top of Wall (a,ppn»dmate only) 250.0 pei 0.128 In The above calculation is not valid if the heel soil bearing pressure excttt!S'§ that of lhe toe. because the wan would then tend to rotate into the retained soil. .. PCSO Engineering -3529 Coastview Court · Ca~sbad, CA 92010 Project Title: Engineer: Project ID: Project Descr: ; (760) 207-1885 paul.pcsd@gmail.com Descllptfon : sreer Coklmn a Trasfl E'nclosure };.,~-~.i)·-~:;-<_;<,:',\+:Si-/· .. ::~:/:(i~,:. __ .,·-'YJr: __________________ _ ---------·---" -----·--···--Calculations per AISC 36~10, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 _;':~J~~-!f:'":·:;\)::.;,i_t,:\:>-·/t<···:>::"\C"c;_·;\: _____ ,, ___ _ ---------·--· .. --- Steel Section Name : HSS6x8x1/8 Analysis Method : Allowable Strength Overall Column Height 6 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns : Fy : Steel Yield 36.0 ksl X-X (width) axis :· !: : Elaalic Bending Modulus 29,000.0 ksl Unbraced Lenglh for X-X Axis buckling "6 ft. K = 2.1 Y-Y (depth) axis: Unbrac:ed'Lenglh forY-V Axis buckling= 6ft K; 2.1 , i~e,Hect.~~:>I)• :;-~ \: /:f)< :,;;>::_'>\)/<,,;;·•:.~<~,,::,;•,,:i:.:__ _ Column self weight Included : 59.160 lbs• Dead Load Factor AXIAL LOADS .•. _ Service loads ent~red. Load Fa~ors will be applied for calculations. Axial Load st 6.0 ft. Xecc = 26.0 in, D = 0.20 k BENDING LOADS .•. lat Uniform Load creating Mx-x, W = 0.050 k.llt J-····----!(: ~<>;··>~t/~\;;(:),:."\{·\J?'-':,:<t __ .. ____ _ Bending & Shear Check R88ult.s PASS Max. Axial-+Bending Stress Ratio = Load Cormlnation Location of max.above baas At maximum lacalion values are ... Pa :Axiel Pn I Omega : Allo#able Ma-x : Applied Mn-x I Omega : AIIOWable Ma-)' ; Applled Mn-y I Omega : Allowable PASS Maximum Shear Stress Rsllo = L~~ Location of max.above base At maKimum location values are ... 0.1189 : 1 +D+0.60W+H 0.0 fl 0.2592 k 41.807 k -0.540 k-ft 8.408 k-fl -0.4333 k-ft 8.408 k..ft 0.01061 : 1 +D~.60W+H 0.0 ft Va : Applied 0. 180 k Vn I Omega : Allowable 16.960 k ·----···---- Maximum Load Reactions •• Top along X-X Bottom along X-X Top along Y-Y Bottom along Y .y Mulmum load Deftlcllona ... Along Y-Y 0.0310 In at for load combination :W Only Along X-X 0.02978 In at for load combination : +D+H O.Ok O.Ok O.Ok 0.30k 6.0ft above bese 6.0ft above base ~,:;it~.,.,~_tnria.tt•••,;:::).\tdt<.'~:.ry: .;~:,:;,:.·/ ·------·--··--- _J._oad Combln@tlon_....-______ _ +O+H +O+l.+H +O+Lr+H -tO+S+H +0-+0.750Lr-t0.750L+H -+0+0.750L-t-0.750S+H -+0...0.60W+H -+0+0.70E'*l -+0..0.750lr-t0.750L-1-0.450W+H +Q-+0.750L+0.750S+0.450W+H ~.750L-+0.750S-+0.5250E-+H -t0.60D-t0.60W..0.60li -t0.60D-t0.70E..0.60H Maximum Axial + Bending Stress Ratios Stress Ratio Status location Maxlmum Shear Ratios Stress Ratio · Status Location -· --··----·-----0.055 PASS 0.00ft 0.000 PASS 0.00 ft 0.055 PASS 0.00 ft 0.000 PASS 0.00 fl 0.055 PASS 0.00 ft 0.000 PASS 0.00 ft 0.055 PASS 0.00 ft 0.000 PASS 0.00 ff 0.055 PASS 0.00 fl 0.000 PASS 0.00 ft 0.055 PASS 0.00 ft 0.000 PASS 0.00 ft 0.119 PASS 0.00 ft 0.011 PASS 0.00 ft 0.055 PASS 0.00 ft 0.000 PASS 0.00 ft 0.103 PASS 0.00 ft 0.008 PASS 0.00 ft 0.103 PASS 0.00ft 0.008 PASS 0.00 ft 0.055 PASS 0.00 ft 0.000 PASS 0.00 fl 0.097 PASS 0.00 ft 0.011 PASS 0.00 ft 0.033 PASS 5.68 ft 0.000 PASS 0.00 ft Description : ··•-CQOE,REFERelteE$ PCSD Engineering 3529 Coaatvlew Coun Carlsbad, CA 92010 (760} 207 • 1885 paul.pcsd@gmall.com Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7 -1 O -t.t••l'P~ofl!~ee -· · Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending • Project TIiie: Engineer: Project Oescr: D(0.015~Lr(0.1) HSS10X3Jc1/4 Spen ~ 29 .330 ft Fy : Steel Yleld : E: Modulus: • Proiect ID: 36.0 ksi 29,000.0 ksl Service loads entered. Load Factors will be applied for calculatlons. Beam self weiQht calculated and added to loadlllQ Uniform Load : D = 0.050, Lr= 0.10 k/ft, Tributary Width = 1.0 fl .· D9Gt,f SUMMARY' ... _ .. __ . · ·_ · · · Maifrnum· senciing"'Streas Ratio·-·; · Section used for this span Ma :Applied Mn I Omega : Allowable Load Combination LocaUon of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection ·~. ·-- · Over•ilMixrmunt&efltJctlons · Load Combloatlon ..0-+lr+H Vertlcal "R.-cJtons: · · . load Combination CMraH MAxknum Oterall MINlmum +O+H ..0-+l+H ..O-+lr-1-H ..0-+S'*i ..0..0.750Lr-t0.750L +H ..0..0.750l-+O. 750S-+H ..0-+0.60W+H -0+0.TOf-+H -+0-+0. 7501.r-tO. 750L-+0.450W-+H +O-t0.750L-t0.750~.450W-+H +0-+0.750L-t0.750S-t0.5250E+H -t0.60D-+0.60W-t0.60H -t0.600-t0.70E..0.60H D0nly Lr Only LOnly S0nly Span Support 1 2.504 0.622 1.037 1.037 2.504 1.037 2.137 1.037 1.037 1.0:rr 2.137 1.037 1.037 0.622 0.622 1.037 1.467 · · ·1ts12: 1 . . Ma1<lmum Shear Stress Ratio = Section used tor this span Va :Applied Vn/Omega : Allowable Load Combination HSS1 Dx3x1/4 18.358k-fl 30.000k-ft -+CM.r+H Max. '-· Dell 1.5482 14.665ft Span# 1 0. 905 ln Ratio • 0.905 in Ratio• 1.548 In Ratio • 0.000 in Ratio • Location In Span 1,4.749 l.ocatlon of maximum on span Span # where maximum occurs 388>=360 388 >:360 227 >=200 0 <200 Load Combination Support notation: Far left Is #1 Support2 2.504 0.622 1.037 1.037 2.504 1.037 2.137 1.037 1.037 1.(137 2.137 1.037 1.037 0.622 0.622 1.037 1.467 Design OK ·o:ii45·:T HSS10x3x1/4 2.504 k 56.060 k +O+Lr+H 0.000 ft Span#1 Max.··· 0en 0.0000 Values In KIPS Location In Span 0.000 . 00 U) SECTION A-A -DRAIN TO BMP (TYP.) ----• REFUSE TRUCK LOADING APPROACH ~· ... ···~-·....----·, ... ···----- TYPE B -DRIVE AND LOAD SIDE APPRO SECTION B-B SHEET 1 OF 2 ~R_E_v~--A_PP_R_O~V-ED ....... D_A_TE .... _____ C_I_T_Y __ O_F __ C_A_R_L_S_B_A_D ____ __./5£_ ~ 0~~ REFUSE BIN ENCLOSURE FOR 3 CUBIC YARDS BINS -C\1Y ENGINEER SUPPLEMENTAL STANDARD NO_ DAlE GS-16 .. ,._. ....... ~ ...... __....,...,... ______ _ NOTES: 1. LOCATION OF REFUSE BIN ENCLOSURES SHALL BE APPROVED BY THE PLANNING DIRECTOR AND THE CJTY ENGINEER_ ENCLOSURE SHALL BE OF SIMILAR COLORS AND/OR MATERIALS AS THE PROJECT TO THE SATISFACTION OF 1HE PLANNING DIRECTOR- 2. THE ENCLOSURE SLAB AND LOADING AREA SHALL BE LEVEL IN ORDER TO FACILITATE THE ROLLING OF BINS FOR LOADING POSITIONING. 3. GATES SHALL BE MOUNTED SO THAT THEY SWING FULLY OPEN WITH NO PROTRUSION INTO THE PATH OF THE BIN. THE GATES SHALL HAVE CHAINS, HOOKS OR PIN STOPS AT THEIR FULL OPEN POSITION TO HOLD THEM OPEN. 4. ALL GATE CONNECTION LATCHES, SECURING BOLTS, FRAMING, ANO HINGES SHALL BE HEAVY DUTY TYPE AND PAINTED OR TREATED AGAINST CORROSION_ 5. GATE MATERIALS TO BE APPROVED BY PLANNING DIRECTOR 6. POSJTIVE DRAJNAGE AWAY FROM THE ENCLOSURE AND LOADING AREAS SHALL BE PROVIDED ANO MAINTAINED. 7. ALTERNATIVE CONFIGURATION AND LOCATION OF THE ACCESS WAY MAY BE ACCEPTABLE ON A CASE BY CASE BASIS PROVIDED NO PORTION OF THE TRASH BINS ARE DIRECTLY VISIBLE TO THE PUBLIC. 8. LOADING AND ENCLOSURE AREA DRAINAGE SHALL BE INDEPENDENT AND DRAINED TOWARDS AN APPROVED SITE BMP. 9. DEVELOPMENT PROJECTS SHALL JNCORPORATE THE REQUIREMENTS OF THE "MODEL ORDINANCE OF THE CALIFORNIA JNTEGRA TED WASTE MANAGEMENT BOARD RELATING TO AREAS FOR COLLECTING AND LOADING RECYCLABLE MATIERIALS". 10. AREAS FOR RECYCLING SHALL BE ADEQUATE IN CAPACITY, NUMBER AND DISTRIBUTION TO SERVE THE DEVELOPMENT WHERE THE PROJECT OCCURS. 11. RECYCLJNG AREAS SHALL BE SECURED TO PREVENT THE TIHEFT OF RECYCLABLE MA TIERIALS BY UNAUTHORIZED PERSONS WHILE ALLOWlNG AUTHORIZED PERSONS ACCESS FOR DISPOSAL OF MATERIALS. 12. RECYCLING AREAS OR THE BINS AND CONTAINERS PLACED THEREIN MUST PROVIDE PROTECTION AGAINST SEVERE ENVIRONMENTAL CONDITIONS WHICH MIGHT RENDER THE COLLECTED MATERIALS UNMARKETABLE. 13. A SIGN CLEARLY IDENTIFYING All RECYCLING AND SOLID WASTE COLLECTION AND LOADING AREAS AND THE MAlERIALS ACCEPTED THEREIN SHALL BE POSlED ADJACENT TO ALL POINTS OF ACCESS TO THE RECYCLING AREAS. 14. EACH RECYCLING AREA WITHIN A MUL 11-FAMILY RESIDENTIAL DEVELOPMENT SHALL BE NO GREATER THAN 250 FEET FROM EACH LIVING UNIT. • SHEET 2 OF 2 --...... v...i. i,,;.;A .... PP...,R ... O .... VE=D..,..D_A .... TE.....,. ___ c_IT_Y_O_F_C_A_R_L_S_B_A_D ___ .... .,,,,!;1~ ~ 6-04 REFUSE BIN ENCLOSURE FOR 3 CUBIC YARDS BINS CITY ENGINEER DA TE SUPPLEMENTAL GS 16 STANDARD NO. - SAMPLE PARKING CALCULATION CHART: PARKING REQUIRED: BIO-INDUSTRIAL: 4,519 sq/ft @ 1/300 = 15 OFFICE: 15,373 sq/ft @ 1/250 = 62 *MANUFACTURJNG: 7,750sq/ft@ 1/400= 19 RESEARCH & DEVELOPMENT: 7,514 sq/ft@ 1/250 = 30 *WAREHOUSE: 21,250 sg/ft @ 1/1 1000 = 22 TOT~ REQUIRED: 148. PARKING PROVIDED·: REGULAR SPACES: **COMPACT SPA~ES: · · ACCESSIBLE SPACES: TOTAL PROVIDED: 148 37 8 193 RE.QUIRED PA.RKING STALL SIZE: Standard Stall Size - 8 ~ minimum width 170 square feet of area. Compact Stall Size -8'. x 15', no overhang permitted. See Carlsbad Municipal Code 21.44 for details. * Please note that in addition to one/space per gross floor area as stated above, one staU for each vehicle used in conjunction with the us~ must be provided. **Up to 25% of the total required parking may be compact spaces. CARLSBAD RESEARCH CENTER SPECIFIC PLAN -CHAPTER 4 Development Regulations or other satisfactory evidence that adequate parking will be provided and the modification will not adversely affect the neighborhood, as allowed pursuant to Chapter 21 .44.040 of the Carlsbad Municipal Code, Parking structures may be developed in conjunction with an approved building subject to the requirement that such structure be generally and adequately screened from the street and be architecturally compatible with the occupied buildings on the site. 4.3.2.4 Storage and Loading Areas The following criteria shall apply to all storage, service, maintenance and loading areas: 1. Any equipment storage not contained within the main structure shall be fully visually screened from adjacent streets and property. Said screening shall consist of a wall constructed in an architectural style similar to adjacent structures and of compatible materials as approved by the City Planner and the CRC ARC, not less than a height sufficient to fully conceal the stored materials. 2. No storage shall be pennitted between streetside and the building line OJ," be visible from the street. · 3. No storage areas may extend into a required setback area. 4. No storage areas may eliminate any required parking space(s) or access aisles. 5. Streetside loading shall be allowed provided the loading dock is set back a minimum of 70 feet from the street right-of-way line. Said loading area must be screened from adjacent streets and property. 4.3.2.5 Refuse Collection Areas Outdoor refuse collection areas shall comply with the following criteria: 1. All outdoor refuse collection areas shall be completely enclosed and screened from access streets and adjacent property by a wall constructed an architectural style similar to adjacent structures and of compatible materials, as approve_d by the City Planner, not less than six feet in height. All such areas shall have concrete floors, and shall be of sufficient size to contain all refuse generated by the business. These areas shall be no less than six by eight feet in size. 2. No refuse collection areas shall be permitted between the streetside and the building line. 3. Refuse collection areas should be effectively designed to contain all refuse generated on-site and deposited between collections. Deposited refuse should not be visible from outside the refuse enclosure. CARLSBAD RESEARCH CENTER SPECIFIC PLAN FEBRUARY 3, 2016 Page IV-14 CARLSBAD RESEARCH CENTER SPECIFIC PLAN -CHAPTER 4 ' .... .,_ .. ~.------------ Development Regulations 4. Refuse collection areas should be properly situated upon the lot in order to provide clear and convenient access to refuse collection vehicles and thereby minimize wear and tear to on-site and off-site improvements. 5. If provided, recycling bins shall be installed in conjunction with the refuse collection bins. 4.3.2.6 Screening of Equipment Exterior mechanical, electrical and related equipment shall comply with the following criteria. Consistency with these requirements shall be determined by the City of Carlsbad and separately by the CRC ARC. 1. Exterior components of roof-mounted equipment, including plumbing, processing, heating, cooling, and ventilating systems (including but not limited to piping, tanks, stacks, collectors, heating, cooling, and ventilating equipment fans, blowers, ductwork, vents, louvers, meters, compressors, motors, incinerators, · ovens, etc.) shall not be directly visible from a height of five feet above any ground or ground-floor elevation at a distance closer than 500 feet from the closest building wall on any lot. ' 2. All onsite electrical lines (excluding transmission lines) and telephone lines shall be placed underground. On-ground electrical transformer or terminal equipment shall be visually screened from view from streets and adjacent properties. Visual screening may be provided through construction of an enclosure. If an enclosure is necessary, transformer enclosures should be aesigned of durable materials, finishes, and colors which are compatible, unified and harmonious with the overall architectural theme. 3. It is recommended, in the case of roof-mounted mechanical equipment, that building parapets be of such a height that separate roof-mounted screening devices will not be required. If building parapets do not provide the required screening, mechanical equipment shall be screened by an unobtrusive screening device that will appear as an integrated and compatible part of the overall architectural design. 4. Any devices employed to screen exterior components of plumbing, processing, heating, cooling, and ventilating systems from dfrect view shall appear to be an integrated part of the architechlral design and, as such, shall be constmcted of complementary and durable materials and finished in a texture and color scheme complementary to the overall architectural design. Equipment enclosures should be designed of durable materials, finishes, and colors which are unified and harmonious with the overall design theme of the project, constructed in an architectural style similar to adjacent structures and of compatible materials. No fabric or metal mesh materials may be used for any screening within the park. CARLSBAD RESEARCH CENTER SPECIFIC PLAN FEBRUARY 3, 2016 Page IV-!5