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HomeMy WebLinkAbout2870 WHIPTAIL LOOP; ; PREV2016-0027; Permit.C( aty of Carlsbad Print Date: 02/07/2020 Permit No: PREV2016-0027 Job Address: 2870 Whiptail Loop Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisi Status: Closed - Fina led Parcel No: 2091201000 Lot #: Applied: 12/21/2016 Valuation: $ 0.00 Reference #: Issued: 01/12/2017 Occupancy Group: Construction Type Permit 02/07/2020 Finaled: # Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: CB153617 Final Plan Check #: Inspection: Project Title: Description: CARLSBAD OAKS NORTH: REVISION TO BLDG A // ADD STEEL STAIR DESIGN Applicant: Owner: DOUG GRANT A P G CARLSBAD I LLC 6363 Greenwich Dr San Diego, CA 92122-5947 1010 Coast Highway 101 S C/O Raf Pacifica 858-500-4611 Group (SlConb), 103 ENCINITAS, CA 92024 FEE AMOUNT MANUAL BUILDING PERMIT FEE $290.00 Total Fees: $290.00 Total Payments To Date: $ 290.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 I. 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov r(city of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Plan Check Revision No. PPi2.OI(..o- O- Original Plan Check No. r V1 1 -cf35 18 Project Address 2?' P h'7 4- Date /2/dr i/zo4 Contact Ph 5O0 i' / / Fax Email ContactAddress City Zip 92O General Scope of Work Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 'Plans 'lculations Soils El Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets d , 7L 17 ?iflC 1'/oD) ')97c potoe 5 Does this revision, in any way, alter the exterior of the project? Yes JZ No Does this revision add ANY new floor area(s)? Ej Yes Does this revision affect any fire related issues? El Yes )29 No Is this a complete set? fl Yes No 5Signature 1635 Faraday Avenue, Carlsbad, CA 92008 ?h: 760-602-2719 Fax-760-602-8558 Email: building@carlsbadca.gov www.carlsbadcagov EsGil Corporation In (Partners flip wit/i government for Bui(Iing Safety DATE: 12/29/2016 U APPLICANT U JURIS. JURISDICTION: CARLSBAD U PLAN REVIEWER U FILE PLAN CHECK NO.: 15-3617 (REV. #5) - NEW PC# PREy. 2016-0027 SET: I PROJECT ADDRESS: 2864 WHIPTAIL LOOP, BLDG 'A' PROJECT NAME: OFFICE! WAREHOUSE SHELL BUILDING The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: Metal stairs plans & caLqqjIjonse under this permit. Deferred package. By: ALl SADRE, S.E. Enclosures: EsGil Corporation El GA LEJMB E:1 PC 12/22 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858)560-1576 CARLSBAD 15-3617 (REV. #5) - NEW PC# PREy. 2016-0027 l2/9/2dl6 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: 15-3617 (REV. #5) - NEW PC# PREy. 2016-0027 PREPARED BY: ALl SADRE, S.E. DATE: 12/29/2016 BUILDING ADDRESS: 2864 WHIPTAIL LOOP, BLDG 'A' BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Revision Air Conditioning Fire Sprinklers TOTAL VALUE 0 Structural Jurisdiction Code 1GB IBy Ordinance Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance V Type of Review: El Complete Review O Repetitive Fee ::i Repeats * Based on hourly rate O Other 0 Hourly EsGil Fee 21 Hrs.@ $116.00 I $232.00I Comments: Hourly for revision. Sheet I of I macvalue.doc + W11S-EMAN+R0 HY STRUCTURAL. ENGINEERS STRUCTURAL CALCULATIONS FOR Carlsbad Oaks Lot 13- Stair #6 t Carlsbad, CA C) November 28,2016 W+R Job #15-014.05 43 PREV20I6-0027 2870 WHIPTAIL LOOP CARLSBAD OAKS NORTH: REVISION TO BLDG All ADD STEEL STAIR DESIGN ( 2091201000 9915 Mira Mesa Blvd. Suite 200 ici 50058 12/21Q016 TEL. (858) 536-5166 WRENGINEERS.CC PREV20I 6-0027 11 TABLE OF CONTENTS Carlsbad Oaks Lot 13- Stair #6 15-014.05 Analysis and Designs Stair Design 1-17 Handrail Design 18 -27 C WISEMAN+ROHY STRUCTURAL ENGINEERS WISEMAN+ROHY Structural Engineers PROJET: Lot 13 Stair #6 == Design Loads == LOCATION: Carlsbad, CA - - JOBNb15-014b5 Date-.11/14/2016 Q Stairs: Handrail = 50 ptf Material Stair Seismic 1.5° Concrete Pan 18.8 18.8 1/4° Steel Tread 10.2 10.2 Misc 6.0 640 Total 0.0 35.0 Live Loads: (Reducible) () 0 35. 0 psf 100 psf (,, -. - - - BY DAtEt 1111416 a SP +IROHY 3 ' - ENGINEERS r -.---i--- ------r-----------1------- SHEET NO. I OF - JOINO. 1-cii.t: 1 1 -H--- t--.--PL - TrT±tp - i oh'c+ ©.. ---H--------4---- 13 OX+ i';T:I 1I1II1TIIILII1TI I rr"i' r-- Wiseman + Rohy Structural En SK-1 MS Channel Stringer • Nov 22, 2016 at 3:21 PM 15-014. Channel Stringer.r2d I Company Wiseman + Rohy Structural Engineers Nov 22, 2016 I . Designer MS 3:21 PM C - ID I A Job Number 15-01405 - Cbecked By___ - - %- Model Name Channel Stiinger ---- - - - - - Hot Rolled Steel Section Sets .Hot Rolled SteeI1Properties._ - I ahal P fl i1 rz, F!vcfl Kh. Tkew1lc M I1n,,h,r6IfM1 Vni,4fI,.fl I I A36 29000 I 11154 I .3 I .65 I .49 J 36 2 _A-572! 5OM d4T 11154 3 F I .65 3 I A992 29000 I 11154 I .3 I .49 I 50 T4 Ao T'J W49t 5 I A500 46 29000 I 11154 I .3 I .65 I .49 I 46 Design Size and Code check Parameters Label Max Deothfinl Min Deothlinl Max WidthFlnl Min Widthlinl Max Bendino Chk Max Shear Chk Joint Coordinates and Temperatures I ahal V ff11 V ff11 NI 0 0 3 I N3 19 -7.33 0 Joint Boundary Conditions IrInf I ahal V IL. I1A V fl,fl..1 DfrI,f!..l1 I I Ni Reaction I Reaction 2 ?7 777 3 I N3 Reaction Member Primary Data ka hp] I .1 nint .1 - mi nt Pnt(rb Hnn/Rhm Tuna nom inn I if briI ngminn Pidase 1 { Mi 4 NI N2 SI [Beam Channel - I A36 Typical 2 M2 N2 } N3 "-4-w"" - S2 Beam Channel vDicaW I Hot Rolled Steel Design Parameters Lht 5hana I nnth1ft1 I h.nijtIftl I h-In1ft1 Itnin tnnl I ,-nmn hntr I trr I(.t I..n r.h fiinrti I 1 Ml 'SI 115.8031 0 Lb out I T I i 1 i 2 M2 S2 T 5 1 0 Lb 1 1 cityj Joint Loads and Enforced Displacements (BLC I : Dead) Joint Label LAM Direction Magniludel(lb,k-ft), (in,rad), (lb*si2Ift, lb*... F-1 I N2 L I V RISA-2D Version 15.0.0 [\...\...\......\...\......\Calculations\Risa 2D\Channel Stringer.r2d] Page 1 y : Designer : Wiseman + Rohy Structural Engineers MS Nov 22, 2016 111RISA— 3:21 PM - .. Checked By. Model Name : Channel Stringer - - 0 Joint Loads and Enforced Displacements (BLC 1: Dead) (Continued) Joint Label LD,M Direction Magnitude[lbk.ft) (ini). (lb*sA2/ft, Ib*... jJ3 Joint Loads and Enforced Displacements (BLC 2: Live) Joint Label LDM Direction MaaniNirJerlbk-ft. (inrad)- (lb*sA21ft lb* [i I N2 I L j y - N3 Member Point Loads Member Label Direction Magnitude[Ib,k-ftj Locationit%1 No Data to Print Member Distributed Loads (BLC 1: Dead) Memhr Label Dirtinn Start Monit.. End Monittide1lbfftR Start LnntrnnFff.1 Fnd Lnr.ffnn1ft%1 1 Ml Y I -130 130 - =0 o 2 M2 V -130 -130 1 0 7777 Member Distributed Loads (BLC 2: Live) -. Member Label Direction Start ManiL. End Magnitude[Ibfft,FI Start LocationFlt,%] End Localionfft.%1 ( ) 1 I M I Y I -225 -225 I 0 I 0 -L •' -w-- .. s- .---::--. -:;; -•- Basic. Load Cases . . .. BLC Descriotion Cateoory X Gravitv V Grvitv Joint Point Distribntpd 1 Dead DL 1 -1 2 2 Roof Live ZIP 3 RLL i , 5. . Seismic . EL Load Combinations Descriotion Solve PDelta SRSS B Fa... 8--- FaRFaBFa.PL FaR R Pa.. R Pa .I!Y jJ IA,J U1ti RSA-2D Version 15.0.0 [\...\......l...\...\...\...\CaJculations\Risa 20\Channel Stringer.r2d] Page 2 0 C- - Company : Wiseman + Rohy Structural Engineers Nov 22, 2016 . Designer : M$ 3:21 PM IRIS .Jób.Number....j i5014.05...... .. * Checked By.___ Model Name : -Channel Stringer - Load Combinations (Continued) noo Qnlwn DflIt R Pch, . P Izo . P . P Pn. P gza P Po R On P P F. P Fa I15 LIYes [iji:J Th 17 D+Lr DL I LI I .••:• [)L .1kL -75 L75 T? LAE ... . :. . ii P+0:6h1L....___ ii.__..___ ... !_.......±......_ -___I ..... .. - -- - - 21 _.._ D+0.7E IDL 1 IEL .7 I D0'7E IDL 1lEL 4 _:: - 23D+0J5L+O7..._ - OIL - DLI1 WI ''L 7511 75R1 75 .' -- - - 25 D+0.75L+0.7... DL 1 IEL .525 LL .7jLL .75 D1fi5TLL7JL75RLL75_ 27 0.6D+0.6W IDL .6 1WL .6 1. 1 WO -m 29 I DL .6 IEL .7 I .. .0.6D+0.7E 06D-0 7E I DL 6 ' EL 7f Joint Reactions fAnt I nhW Y fihi V fihi MZ lk-ftl ii I NI - 0 j _2434.941 I 0 2i ._.1 :___________N3 . 77 0. 2279.674 0___-. 3 1 I Totals: ____1 0 4714.615 Lii_1 CO(ft) X___9f88 -_ 5 1 2 NI OM, 5918.022 5918.022 - 0 7 2m Totals: 0 4 11532.991 X-,9' 52 9 1_14 Ni 0 17-a9-1 53 1 0 11 14 Totals: - 0 ._ - I 3ET:5' ( - X 13 15 14 'T5 N3 C 2288 _0 15 1 5m Totals: 0 . 4 .433 IJ6!___i5 - - 17 16 ___________N1 -- 0 ! 413379 0 .18 16'- ..' Z .N3%._. __. j•1•0 19 16 Totals: 0_ 1 8050.015 20. .:f6't:.J____CO __fO:Y___.:.________j•__. __X:_9.245__Y:.-4.531 _______________ Joint Deflections I InnI I V. ni V rinl Rnfnn 1rfl II_Ni 00 1 -1.407e-3 3 1 - _N3 -.046 0 1.811e-3 5 2 N2 I -.113 -.217 1 I.775e-3 r 21 N1 42:3- 14 2 -t;3 - 7 _________ J 0 1 0 _dO__ RI8A-2D Version 15.0.0 [...\...\...\,..\...\...\...\CalculationsRiSa 2D\Charinel Stringer.r2d] Page 3 0 0 I Company : Wiseman + Rohy Structural Engineers Nov 22, 2016 8 I Designer :. MS 3:21 PM IRI ' Job Number 15-014.05 - Checked By.____ - Model Name : Channel 'Stringer- Joint Deflections (Continued) LC . Joint Label Y rini v ri •ii,j, r,,,n _j N2 - 033 - 064 52-4 9 14 N3 -.033 0 -_1.294e-3____ N r0z_ O _l3893 JJ 15 N2 -.046 -.088 7.185e-4 12 15 N3 4 046 - 13 16 Ni . 0 0.. . -2.394e-3 15 16 N3 1 -.079 0 3.092e-3 Member Section Forces LC Member Label AIflh1 hr1lhi ir Ml 1 -1129.427_j 2157.006 0 _2 -708613 135327 -6934 3 4_ 3 -287.8 549.534 -10.693 4 ( r 133013 1_2M202 -11276 5 1 5 3Q2 _ -1 057.938 -8.684 6 1 _j1944 :8684_ -7.022 7 I 2 0 -1465.628 9 4 0 -2008.046 -2.68 777R- 5 11 2 . Ml 1 -2745.024 5241.974 0 -1724627 3293 057 -- -16 13 3 -704.23 1344.141 -26.02 316:167 .• 77:. . _7__:R 64 . 2748 15 5 1336.564 -2553.693 -21.241 _6 :-.:.-2 M2.:.:--i -:- ___8rL31I? .::'f 17 2 0 -3565.776 -17.211 -.- '_3 0_ 424B24T -____12_327 19 4 0 -4930.705 -6.59 OY 169 '_______0 21 14 Ml 1 -806.691 1540.747 0 23 3 1 -205.53 392.3 -7.638 25 5 395.632 7755.641 -6.203 Ox 27 2 0 -1046.968 -5.016 29 4 f4O688 0 -1434.409 - -1.914 31 15 Ml 1 -1110.402 2120.823 0 R Na 13 2SM 33 - 3 -285.777 C4 126_535' 545.823 24f67_ -10.535 -i1_16 35 5 538.848 -1029.177 -8.626 7€ 15 tl2. - _1 o__ i12607ZT -8626 2 0 -1443.857 I -6.996 !725107k _ 3-WA WRY ~0611 9_. I 4 Q -2006.357 -2.684 1 RISA-2D Version 15.0.0 [\--A--A--A--A-,A .. .1.. .\CàlculationslRisa 2D\Chan6el Stringér.r2d] Page 4 : Wiseman + Rohy Structural Engineers : MS Nov 22, 2016 321 PM IRIS Ae Company Designer ..JQ*mbeL:J5Q14.05,... CheckedBy .... -Model Name channelStnnger . . Member Section Forces (Continued) LC Member Label Sec AdaIflb1 Sbearflbl Mnmnt&-ft1 Ml - 41 16 - -I .-1917.093 3661.57 -. IF Fl 2 0 7, Z TT204_ 2299 973 '11776 43 3 -491.307 938.376 -18.173 221 587 -i9191_ 45-.-. - - - .-------------------5. - . - 934.48 j_.-1784.819_- .. -14.829. ______ M2 - * - _ -2015 854i -i J 829 47 2 0 I -2490.825 -12.012 I AM 4 -0 -3440.766 -4.598 77 5 0 39157360, ____e !__ _Member Section Deflections LC Member Label Sec ,c lini v Fini (n 's L/v Ratin Ml __- I - _0 NC 2 R . _4925!i 3 0 -.107 3333.355 -12 _4242328__-j * 5 . 5 0 -.1 NC 7 2 . -.046 - -.074 8435.325 - 053 : 7223079 - 9 4 -.046 -.028 NC M-1101r, MR 77X 11 2 Ml 1 0 0 NC______ 12 __154__ 13 ___ 3 0 1369.3 4 0 '_-_293 1741__92 15 1_5 -.245 -NC - 2 - 2 -.113 -2T17- -.18 Nt._ 17 i 3439.185 4 -.113 -.067 4632.71 113 NC 21 14 Ml 1 0 - 0 6933295 i. 23 .3 0 -.076 4666.544 00 -086 59304 25 . 5 1_0 --.072._ 1JC 27 2 -.033 -.053 NC 29 4 -.033 -.02 NC 30 5 I -_033 0 _.jlC__- 31 15 Ml 1 0 0 I ___ _-063 TT_50775_T• -- -3 0 1 --.106 3381.166 0 35 51 0 -.099 I NC 36 115 L_ 'M2 I -046 RISA-2D Version 15.0.0 [\...\...\...\...\..,\...\...\Calculations\Risa 2DChannel Stririger.r2d] Page 5 I . Company : Wiseman + Rohy Structural Engineers Nov 2Z 2016 10 Designer : MS 3:21 PM - - RIS 't!UfPl.Or: ... .. .... .. . Checked By ..•.. Model Name : Channel Stringer 0 Member Section Deflections (Continued) vrinl r;n1 (n'II IuP&fln 37 2 -.046 -.073 8456.97 b46 O52 72373 39 4 -.046 -.027 NC 41 16 Ml 1 0 0 NC io8 - . 29l393 43 3 0 -.182 1960.602 45 5 0 -.171 NC r6) M2 -1 d794 R NO 47 . 2 -.079 -.126 4927.828 ___ b793W -.079 -.047 rt 6638.669 49 4 . 5 079_O Member AISC 14th(360-10): LRFD Steel Code Checks - I Ii Ml Ci5x33.9 .083 10.7 .018 0 221061...'324000 137,1611-134 Hi-1b ThT M2 10x25 - - 123 T 031 5 208343 23781 70 74 1531 Hi-lb 3 2 Ml C15x33.9 .203 10.864 . .045 0 221061.. i324000 137.16 1.135 HI-lb MC'1x25 f 300 0076 33 t378I6 5_2l-jjjj 5 14 Ml C15x33.9 -P-Delta analysis required for all Al.. 6 14 .j2 MC10x25 RDeltaanalysrsreqtfwedfolIAl - ____ ____ ____ ____ 7 5 MI C15x33.9 -P-Delta analysis required for all Al..1 71", 5 LAO NMC10 9 61 Ml IC15x33.9 - P-Delta analysis required for all Al..l _____ j0 6 M2 -' ifth25 P-DdaanalyssrequiredforaAt 777771 Material Takeoff Mtrl R 17A PIAr.PQ I annthrftl wrerc1 I Hot Rolled Steel O3339' J 6. 1 158 5 3 A36 I MC10x25 1 I. 5 .1 RISA-2D Version 15.0.0 [\...\...\...\.. .'.. .1.......Calculations\Risa 2D\Channel Stringer.r2dJ Page 6 U 0 I I I WiSEMAN+IROHY - ... 4..-. STRUCTURAL ENGINEERt (' f By t DATE .flft/ic. PROJECT SHEET NO,! OF _______ - JOB.NÔ. rRz -n WALL." - I H I r 0.4 9 + I . H•-4 , 4,(9",E&-(/' 6, . I L- www.hiltlus Profls Anchor 2.5.2 WnandRohy Q Specifier MS Project: Address: Sub-Project I Pos. No.: Phone I Fax: I s Date: 11/28/2016 E-Mail: Specifier's comments: linput data Anchor type and diameter: Kwlk Bolt TZ - Cs 5/8(3 118) Effective embedment depth: h01 = 3.125 in., h m 3.563 in. Material: Carbon Steel -- - Evaluation Service Report: ESR-1917 Issued I Valid: 5/1/2013 511/2015 Proof: Design method ACI 318 AC193 Stand-off installation: eb = 0.000 In. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 11.000 in. x 8.000 In. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (L x W xl) = 10.000 In. x 0.250 In. x 0.000 in, Base material: cracked concrete, 4000, f0' = 4000 psi; h = 7.250 in. Reinforcement: tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry (In.) & Loading [kip, ft.kip] 12 U Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (C) 2003-2009 HiltI AG, R.-9494 Sohean WHO is a registered Tradeinsilc otHltti AG, Schaan -. Spec1ner. MS Address: Phone I Fax: I .Page:..-.. - - 2-- - - ....... Project: Sub-Project I Pos. No.: Date: 11/28/2016 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0.639 1.400 1.400 0.000 2 - ......0.000 1:400 - 1.400 O.00b 3 0.639 1.400 1.400 0.000 4 0.000 1.400. 1.400 0.000 max concrete compressive strain: 0.04 [%o] max. concrete compressive stress:- 159 (psij resulting tension force in (x1y)=(-4.000/0.000): 1.278 [klp] resulting compression force in (xly)=(4.83010.000): 1.278 [kip] 3 Tension load Load Nija [kip] Capacity On [kip] Utilization pN = NjN Status Steel Strength* 0.639 12.877 5 OK Pullout Strength N/A N/A N/A N/A Concrete Breakout Strength 1.278 5.920 22 OK *anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-1917 N51i Nua ACl 318-08 Eq. (D-1) Variables Ase.N (in.2] ft. [psi] 1 0.16 106000 Calculations N [kip] 17.170 Results Na [kip] 4ist2et Nsa [kip) N55 [Kip] 17.170 0.750 12.877 0.639 Input data and results must be checked for agreement with the existing conditions and for plausiblittyl PROFIS Anchor (c) 2003-2009 Huh AG. FL-9494 Scitean Huh is a registered Trademark of Huh AG. Schaan assas I IV%=14 www.hlltLus Profis Anchor 2.5.2 Company:. Wiseman and Rohy Page:-- 3--- Specifier: MS Project: Q Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/28/2016 E-Mail: 3.2 Concrete Breakout Strength Nc AN ijg () 'l'ec.N Ved.N tIc.N Vcp.N Nb AC! 318-08 Eq. (0.5) 4 Nft a N AC! 318-08 Eq. (D-1) ANC see ACI 318-08, Part 0.52.1, Fig. RD.5.2.1(b) ANcO = 9 h2.r ACI 318-08 Eq. (D.6) = ( 2eN'~1.0 Ad 318-08 Eq. (D-9) 3h/ Wed.N = 0.7 + 0.3 () ~ 1.0 AC! 313-08 Eq. (D-1 1) = MAX( 015, itt!) 1.0 ACI 318-08 Eq. (D-1 3) cm Nb = kc X 'l? h ACI 318-08 Eq. (0-7) Variables hat (in.] eCIN (in.] e,N (in.) c1, [in.] 3.125 0.000 0.000 ca .000 cec [in.] ICc fe (pSI) 6.500 17 1 4000 Calculations AN [i.2] ANcO (in.2] . 9leclN W.a2.N llled)1 Wcp.CJ N1 [kipi 134.77 87.89 1.000 1.000 1.000 1.000 5.940 Q Results N,q [kip] •cøOcret. Nct,g (kip] Nue [kip] 9.107 0.650 5.920 1.278 0 Input dale and results must be checked for agreement with the existing conditions and for plausibility] PROFIs Anchor (c) 2003-2009 HIIU AG, FL-9494 Schaan 14111115 a registered Trademark of 1-11111 AG. Schaan www.hilttus Prof is Anchor 2.5.2 Company: Wiseman and Rohy Page: - - 4 - - - Specifier: MS Project: Address: Sub-Project I Pos. No.: Phone IFax: I Date: 11/28/2016 E-Mail: 4 Shear load Load V [kip] Capacity V. [kip] Utilization pv = VjV Status Steel Strength* 1.400 5.259 27 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 5.600 23.630 24 OK Concrete edge failure in direction ee N/A N/A N/A N/A * anchor having the highest loading anchor group (relevant anchors) - 4.1 Steel Strength V = ESR value refer to ICC-ES ESR-1917 V8 AC 1318-08 Eq. (0-2) Variables n As..v Ein.21 f [psi]. I 0.16 106000 Calculations V [kip] 8,091 Results V [kip] • V (kip] Vue [kip] 8.091 0.650 5.259 1.400 4.2 Pryout Strength vcpg = [( IN C) .t eC,N tled,N Wc,N VCP.NNb] ACI 318-08 Eq. (0-31) $ VCPO 4!.Vua ACI.318-08 Eq. (D72) AN, see AC! 318-08, Part 0.5.2.1, Fig. RD.5.2.1(b) A 0 = 9 h ACI 318-08 Eq. (0-6) Vec,N ( 2 ON s 1.0 ACI 318-08 Eq. (0-9) 3h 1/ = 0.7 + 0.3 () S 1.0 AC! 318-08 Eq. (0-11) Wcp.N = MAX(!0 . i!!2ef) 1;1.0 AC! 318-08 Eq. (D-13) Nb = k 'i h AC! 318-08 Eq; (0-7) Variables kcp her [in.] eC1N (in.) e3• [in.] C5 [in.] 2 3.125 0.000 0,000 oo i41c,N ; On.] k0 x f [psi] 1.000 6.500 17 1 4000 • . Calculations - •-----------• -. -----•-------•------- - ... - - .,.. AN. (in.2] ANCO [in.2] TWA 4fac2 5.940 ,N Wed.N tfre.N Nb [kip] 249.77 87.89 1.000 1.000 1.000 1.000 Results. V g [kip] bcencrete 4t V (kip] V 5 [kip] 33.758 0.700 23.630 5.600 5 Combined tension and shear loads I3v Utilization DNV %J Status 0.216 0.266 5/3 19 OK f3NVt3l+13f'1 Input data and results must be checked for agreement with the existing conditions and for pleusibilityt PROFIS Anchor (c) 2003-200919111 AG. FL-9494 Schaan HUll Is a registered Trademark OHM AG. Schaan 15 16 www.hllti.us Profis Anchor 2.5.2 - Company: Wiseman and Rohy Page; 5 pacifier MS . Project: ( ) Address: Sub-Project I Pos. No.: hone I'Fax Date: 11/28/2016 E-Mail: 6 Warnings Load re-stributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchorplate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibilityl Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Ref&r to the manufacturers product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! C) U Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROEIS Anchor (a) 2003-2009 Hilt AG, FL-9494 Schaan Hilt is registered Trademark of Hilt AG. Schasn M70. NJ 1 17 www.hlltius ProfiS Anchor 2.5.2 Company Wiseman and Roll y Page 6 Specifier: MS Project: Address: Sub-Project I Pos. No.: Phone I For. I Date: 11/28/2016 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt TZ - CS 5/8 (3 1/8) Profile: Rectangular plates and bars (AISC): 10.000 x 0.250 x 0.000 In. Installation torque: 0.060 ft.klp Hole diameter in the fixture: dt = 0.688 in. Hole diameter In the base material: 0.625 In. Plate thickness (input): 0.500 in. Hole depth in the base material: 3.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Coordinates Anchor In. ( Anchor x y c.x c.x c.y c.9 1 -4.000 -2.500 - - - - 2 4.000 -2.500 - - - - 3 -4.000 2.500 - - - - 4 4.000 2.500 - - - Input data and results must be checked for agreement with the existing conditions and for plausibililyt PROFIS Anchor (c) 2003.2009 Hiltl AG, FL-9494 Schaan Mini Is registered Trademark of Hilt! AG. Schaan 0 Handrail 18 0 WISEMAN+ROH'( STRUCTURAL ENGINEERS WISEMAN +1 ROHY ryIIIpIImnAI ruAtairramse BY__S DATE I1/F4/k, PROJECT P ________ _______ SHEET NO. JOB? t I frt't I I 4 o 70"#G ilrc & I I C C) U C I !WISEMAt1 +IROHY 4..STRUCTURAL ENGINEERS By '100,?r. DATE PROJEa______ L SHEET NO. I JOB p,zjty (Fsi AcE -o C); 41 12 ff1AI 2,5c:V (ll1) -- ?sif f/1c, "Tt 7"r SHEET NO. JOB OF WISEMAPI fLAfrJ T -.4- ._____•___._ . . .- .._3__,-_.___•___._--_._._. . I I I -..- ...........4. -.-.-..- 1.. BY ' DATE _ 'PROJECT PLJ* C C ,k V1)e3 oC" ......----+---•. ---.r------- - 2" 1 () www.hiltLus Profis Anchor 2.5.2 Company: - Wiseman and Rohy - Page: 1- Specifier: MS Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11128/2016 E-Mail: Specifier's comments: linput data Anchor type and diameter: HIT-MY 200 + HAS 1/2 Effective embedment depth: hefoird = 4.250 In. (her ama = 4.250 In.) Material: 5.8 Evaluation Service Report ESR-3187 Issued I Valid: 1/1/20151311/2016 Proof: Design method ACI 318-08! Chem Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: l x l x t = 6.000 in. x 3.000 In. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Square HSS (AISC); (Lx W x T) = 2.000 In. x 2.000 In. x 0.250 in. Base material: cracked concrete, 4000, f5' = 4000 psi; h = 5.500 in.. Temp. short/long: 32/32 cF Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (Cat. C, D. E, or F) no Geometry [in.] & Loading [kip, ft.kip] Os 2! 22 A Input data and results must be checked for agreement Will the existing conditions and for plausibility! PROFIS Anchor (c) 20032009 111111 AG Ft.-9494 Schoen 111111 is a registered Trademark of HiU AG, Schoen 23 www.hiltlus Profis Anchor 25.2 Company: Wiseman and Rohy Page: 2 - Specifier: MS Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 11/2812016 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 5.315 0.160 0.000 0.160 2 5.315 0.160 0.000 0.160 max. concrete compressive strain: 1.15 [%oj max. concrete compressive stress: 5011 [psi] resulting tension force in (xt'y)=(O.00O/O.00O): 10.630 [kip] resulting compression force in (x/y)=(0.000/1.264): 10.630 [kip] 3 Tension load Load N5 [kip] Capacity [kip] Utilization N N514N11 Status Steel Strength 5.315 6.688 80 OK Bond Strength** 10.630 2.941 not recommended Sustained Tension Load Bond Strength N/A N/A N/A N/A Concrete Breakout Strength 10.650 4.196 not recommended anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N = ESR value refer to ICC-ES ESR-31 87 fL (4SWW& ,°Ai&L's 4 Nutesi Nua ACI 318-08 Eq. (D-1) Variables n A5., [in.2] fu15 [psi] 1 0.14 72500 Calculations N [kip] 10.290 Results Nm (kip] +teel • N 0 [kip] Nue (kip] 10.290 0.650 6.688 5.315 V Input date and results must be chocked For agreement with the existing conditions and for plaustbliltyt PROFIS Anchor ( c) 2003-2009 Huh AG. FL-8494 Schoen HUll is a registered Trademark of H9111 AG. Schoen www.hlitius Profis Anchor 2.5.2 Corpany: Wiseman and Rohy Page: 3 - Specifier MS Project: Address: Q Sub-Project I Pos. No.: Phone I Fa,c I Date: 11/28/2016 E-Mail: 3.2 Bond Strength Nag = (ii) '4lecl,Na i41c2,Na N ACI 318-11 Eq. (D-19) 41ad,Na Wcp.Nm 'b Nag N ACI 318-11 Table 0.4.1.1 ANa = see ACI 318-11, Part 0.5.5.1. Fig. RD.5.5.1(b) Amso = (2 cp)2 ACI 318-11 Eq. (0-20) CNO =10da \ij ACI 318-11 Eq. (D-21) Wac,Na = ( 1 + ON)1.0 ACI 318-11 Eq. (D-23) CNa Ved,Na = 0.7 + 0.3 (Carnln)5 1.0 ACI 318-11 Eq. (D-25) fcp,Na = MAX(2!df.) S 1.0 ACI 318-11 Eq. (0-27) Ni,a = a tk.c' !Cband ii da h8 ACI 318-11 Eq. (D-22) Variables ticc.uncr [Psi] da [in.] h• [in.] camm [in.] tI,c [psi] 1750 0.500 4.250 2.000 980 eCIN [ii.] eC2.N [in.] C85 [in.] KbQM Xa 0.000 0.000 10.993 1.00 1.000 Calculations CKa [n.] AND [in.1 A (in.2] ifed.Na 6.279 137.08 157.69 0.796 4Vc1.Na '4'ec2.Na VN. Nb. [kip] 1:000 1.000 1.000 6.542 Results N80 [kip] Nag [kip] N55 [kip] 4.524 0.650 2.941 10.630 3.3 Concrete Breakout Strength N9 = Amc () ANco 'Vec.N Wed,N 'Vc.N Wcp,N Nb ACI 318-08 Eq. (D-5) + Ncig k N. ACI 318-08 Eq. (D.1) ANC see ACI 318-08, Part 13.5.21, Fig. RD.5.2.1(b) Alice = 9 h ACI 318-08 Eq. (0-6) 1 ISC,N = ( +2eN) 1.0 ACI 318-08 Eq (D-9) 3 her 1IN = 0.7 + 0.3 (f!i)s 1.0 ACI 318-08 Eq. (0-11) NIcp.N = MAX(. 1.t!)5 1.0 ACI 318-08 Eq. (0-13) Nb = lc . R h ACI 318-08 Eq. (D-7) Variables eGlN[in.]e5,N[In.] a.minEifl.1 Vc.N - * 4.250 0.000 0.000 2.000 . 1.000 C85 [in.] k5 I f. [psi] 10.993 17 1 4000 Calculations At. fin.J AN.0 [in.2] V/o1.N l(fec2.N 'tI.d.N Wcp.N Nb (kip] 14028 162.56 1.000 1.000 0.794 1.000 9.420 Results Nag [kipi $cencrela N [kip] N58 (idp] 6.455 0.650 4.196 10.630 Input data and results must be checked for agreement with the existing conditions and for plausibility? PROF Ancfior( c) W03-2009 If liii AG, FL-9494 Schaan HIS is a registered Trademark of H9II AG, Schan 24 25 www.hlltl.us Profis Anchor 2.5.2 Company: Wiseman and Rohy. Page: 4 Specifier: MS Project Address: Sub-Project I Pos. No.: Phone I Fax: Date: 11/28/2016 E-Mail: 4 Shear load Load Vua [kip] Capacity [kip) Utilization pv = Vuj4Vi, Status Steel Strength' 0.160 3.705 5 OK Steel failure (with lever arm)' N/A. N/A N/A N/A Pryout Strength (Bond Strength 0.320 8.334 6 OK controls)" Concrete edge failure in direction y+' 0.320 - 1.566 21 OK - *anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength Vex = (n 0.6 A5 y f5) refer to ICCES ESR3 187 V51 ACI 31868 Eq. (D2) Variables n [in.2] f [psi] (n 0.6 Awy ft.) [kip] 1 0.14 72500 6.175 Calculations V. [kip 6.175 Results V[kip] V (kip] V a [kip) 6,175 0.600 3.705 0.160 4.2 Pryout Strength (Bond Strength controls) V. =[() Veci.Na Vec2Na )PedNa so cp.Na Nba] ACI 318-11 Eq. (0-41) 4) Vcpg Vua ACI 318-11 Table (0.4.1.1) AN, see ACI 318-11, Part 0.5.5.1, Fig. RD.5.5.1(b) - ANa0 = (2 CNe)2 ACI 318-11 Eq. (D-20) 10 d0 j 10 ACI 318-11 Eq (021) 'i'.c.Na (1 +.eN _)S1.0 ACI 318-11 Eq. (D-23) CNa Wed,Na = 0.7 + 0.3 (2s) S 10 ACI 31811 Eq. (0-25) )V6P.Na MAx(.)!91.0 ACI 318-,11 Eq(D-27). . . . . N Xath0 Kbond irda hat ACI 318-11 Eq. (D-22) Variables kep Th.c,uncr [psi) d [in] her [in.] c,,5 [in.] [psi] 2 1750 0.500 4.250 2.000 980 [in.] aC2,N [in.) c [in.] Wbond Is 0.000' 0.000.... ..... ....10993-- ----ioo --i000.----•---- -.-- --..----....- .-- Calculations CNC [in.] AN, [in.21 ANaO [1n.1 6.279 137.08 157.69 0.796, Wecl,Ns IIac2.Na Vcp.Na N [kip]. 1.000 1.000 1.000 6.542 ( Results V, [kip] V [kip) V, [kip] 9.049 0.700 6.334 0.320 Input data and results must be checked for agreement with the existing conditions and for plauslbii!tyt PROMS Anchor ( c ) 2003-2009 Hiltil AG, FL-9494 Schoen Hilt is a régisterSd Trademark of HIS AG. Schoen 26 www.hllti.us Profis Anchor 2.5.2 Copari Wisernan and Rohy Page: 5 Specifier MS Project Address: Q Sub-Project I Pos. No.: Phone IFax: I Dater 11/28/2016 E-Mail: 4.3 Concrete edge failure in direction y+ V = (ps-) V.,V WdV ' V,, ACI 318-08 Eq. (0-22) 4, Va. 2tV, AC! 318-08 Eq. (D-2) Av. see ACI 318-08, Part 0.6.2.1. Fig. RD.6.2.1(b) 4.5 C AC! 318-08 Eq. (0-23) qiecy = ( + 2 c e1) 5 1.0 AC! 318-08 Eq. (0-26) 3 'Ved.V 0.7 + 0.3(1J) 1.0 AC! 318-08 Eq. (D-28) 1.0 45.:he Why ..: ACI 318-08 Eq. (D-29) Vt,= (7 (I.) x Z., cj da AC! 318-08 Eq. (0-24) Variables Cai [ii.] c [In.] e [In.] - he (in.] 2.000 - 0.000 1.000 5.500 I, [in.] da [in.] I. [psi] - t(Iparail.f,V 4.000 1.000 0.500 4000 1.000 Calculations Av. [1n.2] Avo [In.2] weem V (kip] 30.00 18.00 1.000 1.000 1.000 1.342 t ) Results VCb5 [kip] • Vct q [kip] V, [kip] 2.237 0.700 1.566 0.320 5 Combined tension and shear loads wv—(j3NI3v)il.2 < 1 6 Warnings Load- re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate Is assumed to be sufficiently stuff, in order not to be deformed when subjected to the loading! Input dats and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Design Strengths of adhesive anchor systems are influenced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation Instructions - - •-The AC! 318-08 version-of the software does hot account for adhesive anchor special deslgnprovisions-corresponding to overhead applications. Checking the transfer of loads Into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening does not meet the design criteria! Input data and resuits must be checked for agreement with the existing conditions and for ptausbiityi PROFIS Anchor (c) 2003-2009 Hilti AG. FL-9494 Schaan Hilt is a registered Trademark of Htti AG. Schaan r 27 www.hllti.us Profis Anchor 2.5;2 p0_ 1i Wiseman gRa Rhy - 6 Specifier: MS Project; I - Address:. Sub-Project I Poe. No.: Phone I Fax: I Date: 11/28/2016 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter HIT-HY 200 + HAS 1/2 Profile: Square HSS (AlSC); 2.000 x 2.000 x 0.250 in. Installation torque: 0.030 ft.kip Hole diameter in the fixture: d, = 0.563 in. Hole diameter in the base material: 0.563 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 4.250 In. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.500 in. Cleaning: Premium cleaning of the drilled hole Is required Coordinates Anchor In. Anchor x y c c. x c. c1, 00 1 -2.000 0.0 - - - 2.000 2 2.000 0.000 - - - 2.000 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2053.2009 Hull AG. FL-9494 Schaun Huh is a registered Trademark of Hilt! AG, Schaan