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Home My WebLink About1 LEGOLAND DR; ; PREV2018-0160; Permit(ity of Carlsbad Print Date: 11/29/2018 Permit No: PREV2018-0160 1 Legoland Dr BLDG-Permit Revision 2111000900 $0.00 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: Description: Work Class: Commercial Permit Revi5 Status: Closed - Finaled Lot #: Applied: 06/19/2018 Reference U: DEV2016-0029 Issued: 07/23/2018 Construction Type Permit 11/29/2018 Finaled: Bathrooms: Inspector: PBurn Orig. Plan Check U: CBC2017-0076 Final Plan Check U: Inspection: LEGOLAND JD18 DARK RIDE JD 18 RIDE: DEFERRED THEMED ROCKWORK Applicant: Owner: Contractor: ETHOS ARCHITECTURE LEGOLAND CALIFORNIA LLC <LF> PLAY U S MCCARTHY BUILDING COMPANIES INC SCOTT HOLCOMB ACQUISITION CO INC 24542 Creekview Dr 9275 Sky Park Ct Laguna Hills, CA 92653-4209 P0 Box 543185 C/O Property Tax Service Co SAN DIEGO, CA 92123-4303 949-607-8001 . DALLAS, TX 75354 949-851-8383 FEE AMOUNT BUILDING PLAN CHECK ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 260.00 Total Payments To Date : $ 260.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 920087314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services ( City of DEFERRED SUBMITTAL Building Division G -1, j APPL'CAT'ON 1635 FaradayAvenue a 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number CBC 2017-0076 Plan Revision Number PR _JcO/8 16 0 Project Address 1 Legoland Drive General Scope of Revision/Deferred Submittal: Deferred Submittal for Themed Rockwork CONTACT INFORMATION: Name Daniel Stewart Phone 949.607.8016 Fax Address 24542 Creekview Drive City_Laguna Hills Zip 92653 Email Address daniels@ethosarch.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Plans Calculations Soils Energy LI Other .20 Describe revisions in detail 3. List page(s) where each revision is shown Themed Rockwork Drawings and Details RW-1 thru RW-20 Themed Rockwork Calculations 46 Sheets Does this revision, in any way, alter the exterior of the project? Yes No Does this revision add ANY new floor area(s)? LI Yes RX No 6.•Does this revision affect any fire related issues? LI Yes No 7. Is this a co p ete set? Yes No £Signatur Date 1635 Faraday venu , Carlsbad, CA 92008 Ph: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov - www.carlsbadca.gov S.. EsGil. A SAFEhuitt'Company DATE: June 25, 2018 JURISDICTION: rlbad PLAN CHECK #.: CBC2O17-0076 REV8 SET: I II PPLICANT dJ URIS. PROJECT ADDRESS: 1 Legàland Dr. PROJECT NAME: Themed Rockwork 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 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. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LII 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 staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: - Telephone #: Date contacted: Email: Mail Telephone Fax In Person REMARKS: PREV2018-0160 . By: Kurt Culver Enclosures: Previously-approved EsGil plans 6/21/18 If 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad CBC2017-0076 REVS June 25, 2018 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK #.: CBC2017-0076 REVS PREPARED BY: Kurt Culver DATE: June 25, 2018 BUILDING ADDRESS: 1 Legoland Dr. BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code [cb IBY Ordinance' 1997 tJBC Building Permit Fee 1997 UBC Plan Check Fee Type of Review: Complete Review Structural Only Repetitive Fee fl Other 0 Repeats Hourly 1.5 Hrs. @ * EsGil Fee $120.00 I $180.001 * Based on hourly rate Comments: Sheet of 1 Jim 0 ,.,, Patrett Engineering Group, Inc. 751 Sunny Grove Lane Glendora, CA 91741 • Phone: (626) 335-4362 • Fax: (626) 963-4812 ENGINEERING CALCULATION C AND, DETAILS FOR ROCKWORK SUPPORTS AND .ATTACHMENTS LEGOLAND -DEEP SEA ADVENTURE ONE LEGOLAND DR. CARLSBAD, CA I DATE: JANUARY 31, 2018 ENGINEER: NANCY PATTON-FERRELL RCE# 37018, CALIFORNIA 751 SUNNY GROVE LANE GLENDORA,CA 91741 (626) 335-4362 al&d 4c Patrell Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: PEg? ZAFA At,jJTu \_Li ID -,& Engineer: "V Date: ' /20k 8 Sheet_I of LOADING CRITERIA FER CC 201' SECTION 103 4 ASCE - 10 103.1.2ROCK LIVE LOAD 20 per ROCK SKIN DL, 58 per - 5' SECTION 103.1.3 -SNOW LOAD N/A 103J.4 - WIND DESIGN DATA 1. 8451C WIND SPEED 115 (52) 2. 'EXPOSURE C 3.Kd 0.85 4. WIND LOAD 21.05 P5 1603.L5 r. - EATI4QUAKE VEIN DATA LIE =10 1.12I 1 ' 0.431 3. SITE CLASS = 4.606 601 0.45l 5. SEISMIC DESIGN CATEGORY D BASIC SEISMIC REINFORCING SYSTEM - EXTERIOR NON-STRUCTURAL WALL 1. DESIGN BASE $HEAR = PER CALCULATIONS ap (EXT STRUCT WALL) 10 p (EXT STJCT WALL) 2.5 ANALY516 PROCEDURE USED: STRENGTH DESIGN - CONCRETE * Project: tEP SEA AtVt4T1JRE LEGOLAI'Jf CA O'Patretl CEMFOC Engineering Group, Inc. Engineer: !'SI - 751 Sunny Grove Ln. PH: (626) 335-4362 / Glendora, CA 91741 FAX: (626) 963-4812 Date: t/ 2D 115 Sheet_______ of SEISMIC DESIGN CRITERIA: FOR ARCHITECTURAL COMPONENTS PER CBC 2016 -ASCE 7-10 Seismic Use Group =ll Spectral Response Coefficients S := 1 .121 ASCE FIG. 22-1 Fa := 1.052 Table 11.4-1 Site Class Site Class = D (Occupancy Category II - Structure where < 300 people Congregate) * Que line is outside. Not more than 300 people for insdie portion of line. SDS := FaSs ISDS = 0.786 g S1 := 0.431 ASCE FIG. 22-2 F := 1.57 Table 11.4-2 Site Class D SD1 := S01 = 0.451 g Architectural ComDonents -ASCE 7-10 Structural Response Coefficients SDS = 0.786 g Seismic Use Group = II S01 = 0.451 g l := 1.0 p := 1.0 (13.3.1) Cantilever Element: Unbraced to Structural Frame Below its Center of Mass TABLE 13.5-1 ASCE 7-10 Case I I R := 2.5 z := 13.5ft (Height of jonn. Point) 2.5 h := 13.51t (HT Buifdi+ Roof) Case 2 := 7ft h2 13.5ft Patrett Engineering Group, Inc. .751 Sunny Grove Ln. PH: (626).335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: Engineer: frJP- F Date: i/ 2 cJ8-Sheet _17L of _t40 SEISMIC DESIGN CRITERIA ASCE 7-10 SECTION 11 & 13 and CBC 2016 Section 1603.1.5 SEISMIC USE GROUP = II I.:= 1.0 SPECTRAL RESPONSE COEFFICIENTS S := 1.121 ASCE FIG. 22-1 Fa : 1.052 TABLE 11.4-1 SITE CLASS D (Occupancy Category II -Area where rockwork is located will not have more than 300 people congregated there at any time) := 0.431 ASCE FIG. 22-2 Fv: 1.57 TABLE 11.4-2 SITE CLASS D SDS := *Fa Ss ISDS = 0.786 1 g SDI :=..Fv.Si , ISDI=0.451 1 SEISMIC DESIGN CATEGORY D-ASCE TABLES 11.6-1 & 11.6-2 a := 1.0, z := Oft ASCE Table 13.5-1 - Exterior Non-Structural Wall Rp:2.5 h:=15ft I 0.4.aP.SDS.Wp.(1 z ' Equation 13.3-1 F:= +2.) ASCE7-1O F = 0.126.W (Strength Design Value) Project: ADitTo 4 S Patre'tl- C, LJD -CA EMRc,CK Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 I ..- Gendora, CA 91741 FAX: (626) 963-4812 Date: y 201 Sheet--5 of _______ ALLOWABLE STRESS DESIGN LOAD COMBINATIONS: 1605A.3 EQ16A-13 1.OD + 0.75L+ 0.75(Wor0.7E) EQ 16A-12 -i.OD + (W or 0.7E) Critical 0.7•F1 E = O.O88•W 1605A3..1.1 = NO STRESS INCREASES ALLOWED WHEN USING THESE LOAD COMBINATIONS Project: PP SEA AThVEtJTUR 4 Pc! 1 tr4l LA1SJt CA CE M RaG Engineering Group, Inc. Engineer: M F- F 751 Sunny Grove Ln. PH: (626) 335-4362 1 l I Shee Glendoro, CA 91741 FAX: (626) 963-4812 Date: /2OI t7 of 9(0 WIND LOADS: PER.CBC 2016 SECTION 16031.4 (Solid Signs) ASCE 7-10 BASIC WIND SPEED = 115 (52) FIG. 1609 IBC V:=ll5mph Kd := 0.85 TBL26.6-1- FREESTANDING WALLS & SOLID SIGNS I:= 1.0 <300 PEOPLE - CATEGORY II EXPC H := 15ft K := 0.85 TABLE 29.3-1 ASCE 7-10 Kzt: 1.0 ON FLAT GROUND -ASCE 7-10 Sec. 26.8.2 NOT ON A HILL OR. ESCARPMENT :=0.00256:.KZ.KZt.Kd.V2:I q, = 24.461- G := 0.85 ASCE 7-10 Sec. 26.9.1 e Cf := 1.35 FIGURE 29.4-1 - s/h = 1.0 B/s = 4.0 Conservative Estli lb P := qGCAf P=28.1— . ASCE 7-10 ft2 EQ. 29.5-1 ASD := 06.P = 16.84! ft , USE 28.1 PSF WIND LOAD (Strength Design) Project: j)Ej- ThEA fr\L)VN I I .%: Patrett LE - CA -' ___________________ - CEMROck Engineering Group, Inc. Engineer: P- F 751 Sunny Grove In. PH: (626) 335-4362 / i' Glendora, CA 91741 FAX: (626) 9634812 Date: if 20/ Sheet Q of OCKUJOK TO SIDE OF TANK WALL IDETAIL 3" FEM13. 4' FP THREADED 0!D LJ DOWEL Q .12' O.C. 31 MIN. EMS. WILT[ l-rr-200 EPDXY (ESR 31) ZIP TIE PVC TO DOWEL 7UJJ... : =CARVED ROCK SECTION 1. • ;SOLID FILL E4IN '• .' I WATERPROOF TANK - WALL(Y OTHERS) : :4 I2 T-rP 10 44 4. .. . 4y : TANK WALL 4 FOOTING (Y OTHERS) Project: A ADVITVRE Patrett LEcLAI.JThCA C--.i r*4Roct< Engineering Group, Inc. Engineer: iJ P- F 751 Sunny Grove Ln. PH: (626) 335-4362 Date: /20 /1) Shee Glendora, CA 91741 FAX: (626) 963-4812 t_'7 of OCKWORK TO SIDE OF TANK WALL TALL TANK WALL I FOOTING (Y OTHERS) Project: DEEP SE4 AbVEiTVRE tre(I aE/-1ROcik Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 i I Glendora, CA 91741 FAX: (626) 963-4612 Date: 0i ô SheetLLL of 66c-Tli()r~ R ri t-4'&-O a ¶OPOF 4' 19P D- e- V2"ô LjoRr Crc b \/1Z\iJ -O T DL To llw- - HT Vx 1.5 Y2 140pcF 735 lb . •&74 ~04 9oLoT (s )6 47 1 lb TOPOA)L (io, Op(. I I q0 lb 'P LPU rL)LLOV-r FP.Roo rJ Coll,4 cgC—T(F—i (PTo ME: FoR CoNcPcE1E. ID I RW - I CA - II\ -•••f(: 1/30/2018 : Coupon Properties of Fiberglass Grating (default.aspx) "I4( - - 1.855.640.9861 CONTACT US (CONTACTUS.ASPX) J REQUEST QUOTE £REOUESTQUOTE.ASPX) REQUEST BROCHURE (REQUESTBROCHURE.ASPX) '. .•.. .4 *Tti A MECHANICAL PROPERTIES OF FIBERGLASS REBAR J. The values listed below are results from coupon tests performed In ccordance with designated ASIM standards ENGLISH METRIC MECHANICAL PROPERTIES • crM UNITS VALUE UNITS VALUE Tensile S r LIV & 't D-683 psi 30000 MPa 2068 1ensIleTW' ' • ' - 'a 71' ps - 7.000 Tensile Modulus LW 0-683 lotpsi 2.5 GPa 172 Tensile Modulus CW 0-683 1o6pS 08 GPa 55 ,CompressIve.Stress,LW - ", '- P-695 '. psl .. 30,000 MPa 206.8 Comp ressIveStss,W,*r 0.695 psi 15,000 MPa 1034 Compressive M'odulus, - - D.65 ' 1p 2.5 GPa 17.2 Compressive Modulus, !:W 0 695 1O6pSl 1.0 GPa 69 Flexure I Stress, LW 0-790 '. pi , 30,000 MPa 205.8 I CW 0-790 psi 10 000 MPa 689 - Flexural ModuiusLW '- . '.-,- 0-790 :. -. ioi 1.8 'GPa 12.4 '. '....- 0-790 -'. Opsi ' Flexural Modulus, ON- '. 0.8 . GPa 5.5 ModuiusofElastIci6j E FuilSectlon lo6psl 28 GPa 193 ShearModulus 106psl 045 GPa 31 ShortBeamShear. - . . -; . 0-2344 , psi 4,500 MPa 31.0 Punch Shear D-732 psi 10,000 MPa 689 Notched Izod Impact, LW 0 256 ft lbs / in 25 i/mm 1.33 ,.:.-Notd1edodlmpact.'cw - . . 0-256 .. ft.-lbs.Iln. .4 J/mm 0.21 'BearingStength - . .•. - 0-953: . psi .- 30,000 - MPa 206.8 PHYSICAL iPROPERTIES ASTh UNITS VALUE UNITS VALUE Bar Hardness 02583 - 45 --- 45 24 Hour Water AbsorptIon 0-570 % Max 045 % Max 045 Density 0-792 lbs./1n3 0062 0070 g/cm3 1.72-1.94 CoefficIent of Thermal Expansion LW D-696 inilni° F 7 106 cm/cm./ C 12 ELECTRIC PROPERTiES '. ' ' •. . ASTM . . UNITS VALUE UNITS VALUE ' - 0-495 ' ,' seconds - •'xcResistanceLW'. ' : -- - 120 seconds 120 Dielectric Strength-LW - ' - -- -' 0-149 ky/in. - ' 35 ' - ky/mm. 1.37 • :DielectricStrengtt1 OF -- • .- • 0-149 -, • - volts/mil. , • -. -. 200 volts/ mu. 200 Dielectric Constant, PF ' - • - -, 0-150 - - @60hz - - 5 , '@60hz 5 https /Iwvirw amencanfiberglassrebar com/couponproperties aspx 1/2 IiA www.hilti.us tA . Profis Anchor 2.7 .5 Compny: Paeil Eng&eeringGrbup Page: Specifier Legoland CA KAW .. Project Address:.. 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone .1 Fax: 626-335-43621626-963-4812 Date: 1131/2018 E-Mail: .. . Idrsty@patrell.com Spectfle?s' comments: Dowel -Case I .1 Input.data. Anchor type and diameter HIT-HY 200+ Reba A 615 Gr 40 #3 Effective embedment depth: 3.000 in. (hefMMt = - in.) Material: , .; . . •A$TMA615qR.40 Evaluation Service Repótt . :ES3187 Issued 1, Valid: . 1111/20161 3/1/2018 Proof: . Design method ACl 318-14/Chem Stand-off installation: -'(Recommended plate thickness: not calculated) Profile no profile Base material:. - cracked concrete, 3000, V= 3000 psi; h = 6.000 In., Temp. short/long: 32/32 F 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, 0, E, or F) 5,Terision load: yes (17.2.3.4.3 (d)) Shear loath.yes17.2.3.5.3 (c)) .' Geometry On.] & Loading (Ib, in.lb - 3 -. . , . iiput data and results must be checked for agreement with the eciaOng conditions and for plausibilityl PROFIS Anchor (C) 2003-2009 HiS AG, FL-9494 Scflaan Mliii Is registered Trademark of Hilt AG, Schoan www.hiltLus Profis Anchor 23.5 41_a Company: Patreli Engineering Group Page: 2 Specifier. KAW Project Legoland CA Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-335-4362 1 626-963-4812 Date: 1/31/2018 E-Mail: kirstyjpatrell.com 2 Load case/Resulting anchor forces Load case: Design loads — Anchor reactions jib]. Tension force: (+Tension -Compression) Anchor Tension force . Shear force Shear force x Shear force y 471 0 •0 0 flax. concrete compressive strain . .. -IN max. concrete compressive stress: - (psil resulting tension force in (x/y)(0.000/0.000): 0 [lb] resulting compression force in (x/y)(0,000/0.000): 0 [lb) 3 Tension load Load N (Ib] Capacity N (Ib] Utilization = NJ$ N Status Steel Strength . 471 4290 11 OK Bond Strength" .471 1139 42 01< Sustained Tension Load Bond Strength N/A N/A N/A N/A Concrete Breakout Strength" 471 1769 27 OK anchor having the highest loading "anchor group (anchors intension) 3.1 Steel Strength N. = ESR value refer to ICC-ES ESR-3187 ACI 318-14 Table 17.3.1.1 Variables As,N [in.2] f [psi] 0.11 60000 Calculations N(lb] 6600 - Results N [lb] . .stw Na.[lb] N [Ib] 6600 0.650 .4290 471 Input data anti rnnuUa must be thanked for agroamunt with the exIsting conditions and rot plausibliltyl PROFIS Anchor (C) 2003-2009 Htti AG. FL-9494 Sthaan 1-tlti Is a registered Trademark of Hilt AG, Sthaan www.hiltius Company: Patreil Engineering Group Specifier. KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1 626-963-4812 E-Mail: kirsty@patrell.com 3.2 Bond Strength No =(ANa -)W ea V cpw No; No = see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) = (2 c,)2 CNn 10d a 1100 ' e. CHO 'V ed,Na = 0.7 + o( cNa c) ) 5 1.0 Nm, = )aN I.da .he, Iry Profis Anchor 2.7.5 1410 Page: 3 Project: Legoland CA Sub-Project I Pos. No.: Deep Sea Adventure Date: 1/31/2018 ACI 318-14 Eq. (17.4.5.1a) ACI 318-14 Table 17.3.1.1 ACI 318-14 Eq. (17.4.5.1c) ACI 318-14 Eq. (17.4.51d) ACI 318-14 Eq. (17.4.5.3) ACI 318-14 Eq. (17.4.5.4b) ACI 318-14 Eq. (17.4.5.5b) ACI 318-14 Eq. (17.4.5.2) Variables (psi) do [in.] . h (in.] c.,ma (in.] 1589 r 0.375 3.000 3.000 1100 e0.14 [in.) e,3,N [in.] c.. [in.) 0.000 0.000 5.784 1.000 0.800 Calculations - cN. AjIfl2j AN5DLn.2 Wed4a 4.487 67.19 T05 . . 0.901 Wool.Na _ZtYt__ Wep.Na Nbo 1.000 - 1.000 1.000 3110 Results Na (Ib] 4) band ee)snr)c 4) remucio 4) Na [lb] Nan (Ib] 2337 0.650 0.750 1.000 1139 471 3.3 Concrete Breakout Strength Ncb = ( ANc A;-) 'V ed,N Ill c,NWcpN Nb ACI 318-14 Eq. (17.4.2.18) Ncb kN ACI 318-14 Table 17.3.1.1 A, see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANco = 9 hi - ACI 318-14 Eq. (17.4.2.1c) , = 2 eN) 5 1.0 (1+1 ACI 318-14 Eq. (17.4.2.4) = 0.7 + 0.3 (f!L) 1.0 ACI 318-14 Eq. (17.4.2.5b) =MAX(2srfii tSh of) 1.0 ACI 318-14 Eq. (17.4.2.7b) 'Caa .Coo a c Nb = k 'IT h1at5 ACI 318-14 Eq. (17.4.2.2a) Variables hg (In.) 8c1,N [in., e3N [10.] [in.] 'V - 00 3.0 0.000 0.000 3.000 1.000 c (In.) f [psi) 5.784 ' 17 1,000 3000 Calculations ANc [in.2] A [in. 21 W ncl,N V ec2,N 'V apP Nb [ib) 67.50 81.00 10 1.000 0.900 1.000 4838 Results Nob [lb] . 4t macrate 4) ceisnic 4) enneedee Nc, [10) N1,,, [lb] 3629 0.650 0.750 • 1.000 1769 471 Input data and reauhe must be checked for agreement with the codsting conditions and for plausibility) PROFIS Anther (c) 2003.2009 WIlt AG, FL4494 Sthean Hint in a regIstered Tradentaric of WIlt AG, Sthaan www.hlltLus Profis Anchor 2.7.5 Company: Patrell Engineering Group Page: 4 Specifier: KAW Project: Legoland CA Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-335-4362 1 626-963-4812 Date: 1/31/2018 E-Mail: kirsty@patrell.com 4 Shear load Load V fib] Capacity V fib] Utilization = VJ V0 Status Steel Strength • N/A N/A NFA N/A Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength controls)* N/A N/A N/A N/A - Concrete edge failure in direction" N/A N/A N/A N/A anchor having the highest loading anchor group (relevant anchors) 5 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption Is valid is not carried out by PROFIS Anchor. 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. 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 Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standerdl . An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. if this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (C), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3(c). Section 17.2.3.4.3(b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3(c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment Section 17.2.3.4.3(d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w. ... installation of Hilti adhesive anchor systems shall be performed by personnel trained to Install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the edtting conditions and for ptausibuityl PROFIS Anchor ( c) 2CO3-2009 HiS AG, P1.4494 Schaan Huh ion registered Trademafl of HIS AG, Schaari wwwhllti.us Company: Specifier: Address Phone I Fax: E-Mail: Patrell Engineering Group KAW 751 Sunny Grove Lane 626-3354362 1 626-963-4812 klrsty©patrell.com Profis Anchor 2.7.5' /10 Page: 5 Project: Legotand CA 4(0 Sub-Project I Pos. No.: Deep Sea Adventure Date: 1/31/2018 6 Installation data Anchor plate, steel:- Anchor type and diameter: HIT-HY 200 + Rebar A 615 Gr.40 #3 Profile:- - Installation torque: - Hole diameter in the fixture: . - . Hole diameter in the base material: 0.500 in. Plate thiákness (input): - . Hole depth in the base material: 3.000 in. Recommended plate thickness: - Minimum thickness of the base material: 4.250 In. Drilling method: Hammer drilled -. Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer Compressed air with required - Dispenser including cassette and mixer - Properly sized drill bit accessories to blow from the bottom of • For deep installations, a piston plug is the hole necessary Proper diameter wire brush Torque wrpnch Coordinates Anchor in. Anchor x •y c c, c., c,5 1 0.000 0.000 3.000 24.000 6.000 6.000 7 Remarks; Your Cooperation Duties Any and all information and' data contained in the Software concern solely the use of Hilt products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilt product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific faality. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. .: You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hllti on a regular basis. It you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hull will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breath of duty by you. Input data and results must be checked for agreement with the existing condSonu and for plausibility! PROFIS Anchor (c) 2003-2009 HItI AG,.FL-9494 Schean HUll Ise registared Trademark 01 lliltiA3, S01raan Project: DEEP SA ADVrJTVR LOLr4D-CA I:JJ"~'.'Patre ti ck - Engineering Group, Inc. Engineer: P- F 751 Sunny Grove Ln. PH: (626) 335-4362 1 Shee Giendora CA 91741 FAX: (626) 963-4812 Date: I/ 2O18 t i of ; OCKWCK TO CATWALK DETAIL FRP THREADED ROD DOWEL e 12' O.C. 3 MIN. 1 / EMS. 41LTl I-4Y-200 I j / EPDXY MOR 3181) / CONCRETE CATWALK (BY / . . •1 - • . . . i Eli ZIP TIE TO PVC DOWEL .. . CA?VEc' ROCK SECTION ... - - - ..- . I - SOLID FILL 8E41ND1 . . .*. - WATERPROOF TASK . : WALL. (BY OTHERS) 2 ••••••' J_.4A1I J ________ I -- 4 -_-.-L . TAW WALL 4 FOO1iNG (BY OTHERS) r Project: SEA ADVE11.R CA Patrett Engineering Group, Inc. Engineer: tJ r- F 751 Sunny Grove Ln. PH: (626) 335-4362 I i - Shee Glendora, CA 91741 FAX: (626) 963-482 Date: 20 I t .-? of J4ID_I OCKLUORKTOC4TWALKTAIL %' FRP Th4ADE DOWEL 12' O.C. 3' NIH. Project: £!1 PatreLL Engineering Group, Inc. Engineer: '751 Sunny Grove Ln. PH: (626).335-4362 Glendoro, CA 91741 FAX: (626) 963-4812 Date. OF /20/5 Sheet of 3OP óETD4 PEDTO01TOM0F FP DO'JLS e i:20C WORST CASE ~Yv' Is Z/Rw -iO 1'c3 DL To DoJL a 2'o ?DJ 1 I)40 p 735 lb . C 2 (4 101 000p Lo4(735a 47) lb ro\L 4'As \J#LJ .qo(10 io Y ' ,oxiV)= 514\b 9 416 > 4i lb Ck\Ec- i4Q corA !3 14O\EfR Q/-Rw -ID c$ 2/R. 10 w*whlltt.us . . Profis Anchor 2.7.5 Company: Patrell Engineering Group •. Page: Specifier: KAW . Project: Legoland CA Address 751 Sunny GroveLane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-335-4362 1626-963-4812 Date: 1/31/2018 E-Mail: klrsty@patreil.com..... Spa if ier's comments: Do*el - Case 2 I Input data 40 Anchor typeand diameter HIT-HY200+RebarA615Gr40#3 L. Effective embedment depth: . h = 00O in. (h0 - in.) Material: ASTM A615 CR40 Evaluation Service Report: . ESR-3187' : issued I Valid: .11/1/2016 3/1/2018 Proof Design method ACI 318-14 / Chem Standoff installation: . - (Recommended plate thickness: not calculated) Profile: 2 no profile Base material: . crackedconcrete, 3000, f' = 3000 psi; h 6.000 in., Temp. shortllong: 2/32 F Installation: . . • hammer drilled hole, Installation condition: Dry Reinforcement tension: condition B, shear. condition B; no supplemental splitting reinforcement present - edge reiriforcement none or No. 4 bar Seismic loads (cat. C, 0, E, or F) . Tensionioad: yes (17.2.3.4.3 (d)) Shear load'yes (17.2.3.5.3 (C)) Geometry.(ln.] & Loadlng'(lb, ln.Ib . . . . ot X. 90 Input data and resutts 5u31 be checked for agreement wtth the existing conditions and for pleusibliltyl PROFIS Anchor 0)200:3-2009 195 AG, FL-9494 Schasa Mliii Ise reghslared Trademark of Mliii AG, Sthaan www.hilti.us Company: Patrell Engineering Group Page: Specfier. KAW Project: Address: 751 Sunny Grove Lane Sub-Project I P08. No.: Phone I Fax: 626-335-4362 1626-953-4812 Date: E-Mail: klrstytpatreILcom tJ Profis Anchor 2.7.5 2 Legoland CA Deep Sea Adventure 1/31/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib] Tension force: (+Ten&on, -Compression) Anchor Tension force Shear force Shear force x Shear force y 0 471 0 471 max concrete compressive strain: - max concrete compressive stress: resulting tension force In (x/y)=(0.000/0.000): 0 LIbI resulting compression force in (x/y)=(0.000/0.000): 0 jib] 3 Tension load Load N, (Ib] Capacity + Na [Ib] Utilization = NUJ N Status StëefStrength* N/A N/A N/A - N/A Bond Strength N/A N/A N/A N/A Sustai?ied Tension Load Bond Strength N/A N/A N/A N/A Concrete Breakout Strength- N/A N/A N/A N/A *anchor having the highest loading anchor group (anchors in tension) Input data and results nwot be chocked for agreement with the oduting conditions and for p1auoibfl5y1 PROMS Anchor (C) 2003.2009 H(u AG. Ft.-9494 Schaan 'lita is a registered Trademark of Hilt AG. Sthaan www.hlltlus Profis Anchor 2.7.5 14 C I Company: Patrell Engineering Group Page: 3 Specifier: KAW Project Legolarrd CA Sea Adventure Address: 751 Sunny Grove Lane Sub-Project I Poe. No.: Deep Phone I Fax: 626-335-43621626-963-4812 Date: 1/31/2018 E-Mail: - kirsty@patrell.com 4 Shear load Load Vua [Ib] Capacity jIb] Utilization v = Vua/+Vn Status Steel Strength -471 1663 29 01< Steel failure (with lever arm) N/A - N/A N/A N/A Pryout Strength (Bond Strength 471 - 4354 ii OK controls)- Concrete edge failure In direclion y+ 471 1993 24 OK *anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength Veo = av,.i8 (0.6 A e,v refer to ICC-ES ESR-3187 4, V1-`I~V, ACI 318-14 Table 17.3.1.1 Variables [?] f [psi] (0.6 Aan,v fua) [lb] 0.11 60000 0.700 3960 Calculations V,, Lib] 2772 - Results fib] - 4,steel $ Vs,, fib] V [lb] 2772 0.600 1663 471 4.2 Pryout Strength (Bond Strength controls) A ' V' =k,[(* . ) W' 'ves Nos ACI 318-14 Eq. (17.5.3.1 a) V 9 kV ' ACI 318-14 Table 17.3.1.1 Apb see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) A =(2c)2 ACI 318-14 Eq. (17.4.5.1c) CM =10 d8 '\J ACI 318-14 Eq. (17.4.5.1d) .1' CNH ACI 318-14 Eq. (17.4.5.3) = 0.7 + 0.3 (ir) :5 1.0 ACI 318-14 Eq. (17.4.5.4b) CNa WapNa = MAX( 1.0 CUC'CecJ ACI 318-14 Eq. (17.4.5.5b) Nba = ?' ¶€.c d h0, ACI 318-14 Eq. (17.4.5.2) Variables k,;w= [psi] d0 [in.) her [in.] fin.) t k.c IP'1 2 1589 0.375 3.0 6.000 1100 e,Ntln.) _!cl;Lifl.J c.. Fin-] 0.000 0.000 5.784 1.000 0.800 Calculations c [in.] A, [In .21 A (II 4.487 80.53 . 80.53 1.000 1, esia ru e,}4a N fib] 1.000 . 1.000 1.000 , 3110 Results V jib) 4,concrete 4';;*siwc 4, rueduclilo Vq fIb) V, [lb] 6220 , 0.700 . 1.000 1.000 4.354 471 npul data arid results must be decked for wyeemam with the axisrog Oondiltons and for plaubiutyt PROFIS Anctór (c) 2003-2009 HUrt AG, FLe494 Sthaan HUrt Is a registered Trademark of I-rttU AG, Soflean U, Profis Anchor 2.7.5 Legoland CA /Q Deep Sea Adventure 1/31/2018 www.hHtl.us Company: Patrell Engineering Group Page: Specifier: KAW Project. Address: 751 Sunny Grove Lane Sub-Project I Pos. No. Phone I Fax: 626-33543621628-963-4812 Date: E-Mail: kffsty@patrell.com 4.3 Concrete edge failure in direction y+ Vcb = Av () T WY q viln,vWrvVb. - ACI 318-14 Eq. (17.5.2.1a Vcb aV ACI 318-14 Table 17.3.1.1 Aw see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) - ACI 318-14 Eq. (17.5.2.1c) es,v = + 2e,' 1.0 ACI 318-14 Eq. (17.5.2.5) \ 3cal i ,v = 0.7 + 0.3(-9-) ~ 1.0 ACI 318-14 Eq. (17.5.2.6b) - 1.0 . he ACI 318-14 Eq. (17.5.2.8) Vb = (7 () x J? c,jd. . ACI 318-14 Eq. (17.5.2.2a) Variables (In] c [in] ecv w v h8 fin] - 4.000 6.000 0.000 1.000 6.000 10 (in.J d, fin.] t [ps 'J 1,=s&.v 3.000 1.000 0.375 3000 1.000 Calculations - A 11 [in.'] AVID (in.] w oc,v 4! hv Vt, [Ib] 72.00 72Oö, 1.000 old ' f000 1.060 2847 Results . . Vcb Ilbi 6 congatu 0 ae!an.c ' t) nsntuuiiie V, [lb) V113 [lb] 0.700 1.000 1.000 1993 41T 2 5 Warnings :. The anchor design methods In PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001 /Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered . the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading, PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption Is valid Is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the exlsUng conditions and for plausibilityl 4: 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 Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standardl - An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given In ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3(b), or Section 17.2.3.5.3(c). '. Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3(b) waive the ductility requirements and require the anchors to be designed for the maximum tension! shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) I Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that Include E, with E increased by (00. . Installation of Hilti adhesive anchor systems shall be performed by personnel trained to Install Hilt adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement vAth the misting oarxiihes and fey plausibtityt PROF1S Anchor (C) 2003-2009 Mutt AG, FL-9494 SeMen Ht to regIs eyed Trademark of Huh AG, Scheen www.hlltl.us Protis Anchor 2.7.5 Company: - Patreli Engineering Group Page: 5 Specifier. KAW - Project: Legoland CA Address: 751 Sunny Grove Lane Sub-Project I P05. No.: Deep Sea Adventure Phone I Fax 626-335-4362 1626.963-4812 Date: 1/31/2018 E-Mail: kirstycpatreII.com JAy 6 Installation data Anchor plate, steel: - Anchor type and diameter. 1-IIT-HY 200 + Rebar A 615 Gr.40 #3 Profile: -, - Installation torque: - Hole diameter in the fixture: - . Hole diameter In the base material: 0.500 in. Plate thickness (input): - - Hole depth in the base material: 3.000 in. Recommended plate thickness: - Minimum thickness of the base material: 4.250 in. Drilling method: Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer ' Compressed air with required • Dispenser including cassette and mixer Property sized drill bit accessories to blow from the bottom Of • For deep installations, a piston plug is the hole necessary - ' Proper diameter wire brush '.- Torque wrench Coordinates Anchor In. Anchor x y C C41 C.1 C., 1 0.000 0.000 6.000 6.000 6.000 6.000 7 Remarks; Your Cooperation Duties Any and all Information and data contained in the Software concern solely the use of Rilti products and are based on the prtncip!es, formulas and security regulations In accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly compiled with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put In. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hitti Website. Hill] will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and wrestle must be checked for agreement with the eelath'ig condleons and for plausibtityl PROFIS Anchor (C) 23-2OlO 111111 AG. FL-G44 Scheen Mild 13o registered Trademark of Mliii AG, Sthaarr Project: DP ¶& ADVPTVRE L --n 0 irJD -CA 1"k-Pa rett , CEMROc< - Engineering Group, Inc. Engineer: NJ - F 751 Sunny Grove Ln, PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626) 963-4812 Date: / 2016 Sheet of VOID IN UNDEUJAT f0CKW01K 1 SN. • TOP OF TOP OF TANK U-lt TANK PORTION (Y OTHERS) /- - MIN (2) 03 F`RP RE5Arm . . . . D A8OVE 4 BELOW .. . . .SIDE 15Y SIDE IN -TYP. VOID OPENING ROCK THIC#QAESS 5ARS TOTAL C) OPENING SIDES . . .: 5x8xSCHUeLO VO SOLID FILL . E ..... .. X. MA ø - . 2 '' -18 . . . • .:. • * . .• . . . I WATERPROOF - 4 • LAYER TANK FLOOR (8T OTHERS) % PatreLL Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626).M5-4362 Glendora, CA 91741 FAX:* (626) 963-4812 Project: L_) Engineer: 4 i - r Date: 1/20 lB Sheet of 'PA AM L& FRP PE&cL Rw-2 1\/'w 3p H T 0F P ocx-?3O \(X- Q cE3 It % (25l4o 233 lb/' 1b) '51)2:' I1 h " F S000; : :3o 000 - I z u FP Rs To bc5MOtA pc: (jsiE (f1f 3 'F RP R€g -roe To 6 Patrett - Engineering Group, Inc. 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Project: Engineer: N ff- t Date: t/20/8 Sheet_17 of Lkp 1OCKLUOK TO SIDE OF CATWALK COLUMN 7 %' FIRP THREADED /ROD DOWEL e - / 12' O.C. 3 P'1IN. ENS. / 4ILTI 44Y-200 / EPDXY (ER 311) / c14crTE CATWALK /. (Y 0114ERS) F;q ZIP ME TO w. PVC DOWEL CARVED ROCK CATWALK 6UPPORT COLUMN 4 OOTlNc eY OTME) 4 V Project: Patrett V Engineering Group, inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date. C-UM fiDci k( P '/2I8 Sheet of o&OP &c-rà PED Acoo OoM-1 V ThA-r 390z-5 CA-T\JPUX crri is www.hiltius . .: ' Profis Anchor 2.7.5 'Company: . Patréll Engineering Group . Page: 1 Specifier. . K.AW.. ... Project Legoland CA Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure r Phone I Fax: 626-335-4362 1 626-96348112 Date: 1/31/2018 E-Mail: , . kirstytpatrell.com Specifier's comments: Dowel-. Case 3 I Input data . .'• .. . Anchortypeanddiameter HIT-HYZOO+RebarA615Gr40#3 r Effective embedment depth:,h0, act 3.000 In (huTMt = in) Material: . ' ., ' ASTM A615 GR.40 Evaluation Service Report ESR-3187 . IssuedIValid: .. 11111201613/112018 Proof . Design method ACI 318-14! Chem - . Stand-off installation: . -' . (Recommended-plate thickness: not calculated) Profile: ' . . . roprofile Base matOna!: . ' ' cracked concrete, 3000, f.'= 3000 psi; h = 6.000 in., Temp. short/long: 32/32 F Installation: - . 'hammer drilled hole, Installation condition: Dry Rélnroement . tension: condition B, shear: condition B; no supplemental splitting rnrcement present edgrelnrcement none or < No. 4 bar SeIsmIc loads (cat. C, 0, E, or F) Tenionload: yes (17,2.3.4.3(d)) - .. . . . . • . Shear load: yes (17.2.3.5.3 (c)) Geometiy,Ein.] & Loading lb,.ln.lbJ . . . at 4—. input data and results rrnict be thsced for agre9vi ant a4th the edatng ccnthtiona and for plausibility! PR91"1S Anchor ( ) 2003.2009 liSt AG, FL-9494 Sthaao Hal is a registered Trademark of f-itlti AG. Sdiaan Company: Patrell Engineering Group Specifier: KAW Address: 751 Sunny Grove Lane Phone I Fax: 626-335-4362 1626-963-4812 EMalI: rstypatretI.com Page: Project- Sub-Project I Pos. No. Date: Profis Anchor 23.5 2 Legoland CA Deep Sea Adventure 1/31/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (-f-Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 314 0 314 max, concrete compressive strain: - - max. concrete compressive stress: - - (psij resulting tension force In (xly)(0.000/0.000): 0 [lb], resulting compression force in (xfy)=(0.000I0.000): 0 (IbI * 3 Tension lOad Load N (Ib] Capacity 0 N (Ib] Utilization pN = NJ+ N Status Steel Strength N/A N/A N/A N/A Bond Strength N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A * anchor having the highest loading anchor group (anchors in tension) inpof data end results nan) be chocked for atreamaAt with the existing conditions and for ptausibilityl PROSIS Anchor ( C) 2003-2009 Hat AG, FL-9494 Schean Hit) is ragstarod Trademark of Hid AG, Sthaa. www.hliti,us Profis Anchor 23.5 Company: Specifier: Address: Phone I Fax: Patrell Engineering Group - KAW -751 Sunny Grove Lane 626-33543621626-963-4812 Page: Project: Sub-Project I Pos, No.: Date: 3 Legoland CA Deep Sea Adventure 1/31/2018 41-(9 E-Mail: kirstypatreIl.com 4 Shear load Load Van (Ibi Capacity $ V (Ib] Utilization , VJ$ V Status Steel Strength* - - 314 1663 19 OK Steel failure (with lever arm)* N/A N/A N/A N/A PryoutStrerigth (Bond Strength : 314 4354 8 OK ntrols)— Concreteadgefallurelndlrectlony+ . 314 1993 16 OK anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength V 5 CLod. (0.6vf) refer to ICC-ES ESR-3187 V 1a Van ACI 318-14 Table 17.3.1.1 Variables Aanv [in.2] f.t. [psi] ay.sois (0.6 Aeev tata) [lb] 0.11 60000 --6100 3960 Calculations [IbI 2772 Results (Ib] V [ibj Van (Ibi 272 0.600 1683 314 4.2 Pryout Strength (Bond Strength controls) Vur, —kcpI ANa - V edMa W q, Nb51 ACI 318-14 Eq. (17.5.3.1 a) V, ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) =(2c)2 . ACI 318-14 Eq. (17.4.5.lc) 10 d° 1100 ACI 318-14 Eq. (17.4.5.1d) 1 ('. = ) S 1.0 ACI 318-14 Eq. (17.4.5.3) CNO adN9= 0.7 + 0.3 (!2) 5 1.0 ACI 318-14 E. (17.4.5.4b) cNa = MAX(i!, I5' _-; 1.0 . ACI 318-14 Eq. (17.4.5.5b) Oac Cad Nba = )a k.c • UN. ala d h ACI 318-14 Eq. (17.4.5.2) Variables - lc [psi] d0 (In.) her [in.] c3 [in.] ILO [psi] 1589 0.375 3.000 6.000 1100 eal,N (in.] e,u [in.] . c (in.) x, aRaws 0,000 0.000 5.784 1.000 0.800 Calculations -. - c [in.] A [in .2] Aa [in .2] V 4.487 80.53 80.53 1.000 4iecNa xy OaNa 'V,Na Nus[lbl 1.000 1.000 1.000 3110 Results V 5 (Ib] - • nonthi • p (lb] Vus fib] 6220 0.700 1.000 1.000 4354 314 - input data and results must be checked for agreemerriwith the axittirrg conditions and for piausiblit! PROFIS Anchor ( e) 2005-2009 HUll AG. FL-9494 Soirees HUll iso registered Trademark of HIS AG. Sthaan. /1 www.hiitl.us -- Profis Anchor 2.7.5 Company: Patreli Engineering Group Page: 4 Specifier KAW Project: Legoland CA Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-335-4362 626-963-4812 Date: 1131/2018 E-Mail: patreti.00m 4.3 Concrete edge failure In direction y+ Vth = (Ave ) 'v w h.V w .v Vb ACI 318-14 Eq. (17.5.2.1a 4' ACI 318-l4 Table l7.3.1.1 A see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2,1(D) Avw 4.5 c 1 ACI 318-14 Eq. (17.5.2.1c) Wec,v ( 1.0 ACI 318-14 Eq. (17.5.2.5) 't 3c/ w ,v = 0.7 + 0.3 s 1.0 ACI 318-14-Eq. (17.5.2.6b) W h.V 1.0 ACI 318-14 Eq. (17.5.2.8) = (7 (I)O2 ')d. x 8 'R c ACI 318-14 Eq. (17.5.2.2a) Variables c,, [in.] c 2 tin) ecv [in.) l c,v IU 1' 4.000 6.000 0.000 1.000 6.000 I [ml A __d0 [in.)._I5 Ipsil v 3,000 1.000 0.375 ' 3000 1.000 Calculations A [ln.21 . 'V ec,V wj.V W ,1,V Vt, fib], 72.00 72.00 1.000 1.000 1.000 2847 Results V,g,(ibi 4' oor.creto 4'seiarr,c _4,VC,Fib]V,,,,[ib] 2847 0.100 1.000 ' 1.000 1983 314 5Warniñgs The anchor design methods In PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA 1R029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid Is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the - existing conditions and for plausibiiityl § Condition A applies when supplementary reinforcement is used. The (I) 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 Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardi ' An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure, if this Is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3(b), Section 17.2.3.4.3(c), or Section 17.2.3.4.3 (a). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4:3(b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment Section 17.2.3.4.3(d) I Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E Increased by aDo. - Installation of hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criterial nput data and results must be checked for aeroarnant with the ealsfng conditions and for plausibilityl PROFIS Anchor( c) 2003-2009 flf ii AG, FL0494 Sctsaan tiff is registered Trademark of Huh AG Schoan wwwhilti.us Company: Specifier: Address: Phone IFax: E-Mail: Patrell Engineering Group KAW 751 Sunny Grove Lane 626-335-4362 626-963-4812 kirsty@patrell.com p:of Anchor 2.7.5 Page: IB7 Project Legoland CA ,41 Sub-Project I Pos. No.; Deep Sea Adventure Date; 1/31/2018 6 Installation data Anchor plate, steel: - . Anchor type and diameter: HIT-HY 200 + Reber A 615 Gr.40 #3 Profile: - . Installation torque:- Hole diameter In the fixture: - Hole diameter In the base material: 0.500 in. Plate thickness (input): - Hole depth in the base material: 3.000 in. Recommended plate thickness: - Minimum thickness of the base material: 4.250 in. Drilling method; Hammer drilled Cleaning: Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling r Cleaning . Setting Suitable Rotary Hammer Compressed air with required Dispenser including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • For deep installations, a piston plug is the hole necessary . Proper diameter wire brush ç•. Torque wrench Coordinates Anchor In. Anchor x y C, c. c, 1 0.000 0.000 6.000 6.000 6.000 6.000 7 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilt's technical directions and operating, mounting and assembly Instructions, etc., that must be strictly compiled with by the user. 'All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Huh product. The results of the calculations canted out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the HIlti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input dote and results nwnt be ofreckod for aSrerenent with the e,dnforg conditions and for plausibilityl PROFIS Anchor (C) 2003-2009 Hllti AG, FL-9494 Schoan Hilt] is a registered Trademark of Hot AG. Sthean 8ACKING ATTACHED MIN 2' FROM REAR TO ALLOW FULL ENCASEMENT. USE SPACERS AS REQ' *3 im 12' oc. EA. WAY OCTAGONAL WIRE MESH.- ON TOP OF REAR LAYER AS NEEDED. 3' CONCRETE STRUCTURAL COAT 1'-2' CONCRETE TEXTURE COAT MADE TO LOOK LIKE DESIRED ROCK (ROCK TOTAL SECTION = 59 FOR VERTICAL FACE STRUCT.. COAT Project: Patrett Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626).335-4362 Glendora, CA 91741 FAX: (626) 963-4812 L)O S CMRocK. ? I E r IJ201 Sheet 19 of TYPICAL iCCKWOTK DETAIL TEXT. #-- A1 Pa rell. Engineering Group, Inc. 751 Sunny Grove.Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: 1/2018 Sheet..__20 of %2 Positive Rock: Vertical Surface - Per CBC 2016 VSeismic = O.165WDL VSeismic = ft2 (Fpmn P9- __a_) 4 Max Unbraced Vertical Span = 12'-0" FP WlfldLoad = 28.1-lb WDL 5jn.140-lb - ft2 V V ft3 * 5" Total Max Thickness: Worst Case Structural Section + Texture Coat V = 28.1 lb ft2 V WindLoad V f WlfldLoad > VSeisrnic otherwise V V M - 1.0.(V)(lft)(12ft)2 V .8 f V mu = 506ft•lb b l2in d5 = 1.5in V t = 3m 30OO-- f lb = 60000-lb -. 4, = 0.9 C 2 Y .2 V V in. V i n (7~-- _ - c2 25.MuJ.] = 0.079.1n2 7.fy) #3 @ 12in o.c. Each Way A .111n2>0.079 in2. OK Use 3" thick Mm. StrUctural Section w/ Steel Encased in Center #3,© 12" o.c. Each Way Max Unbraced Vertical Span = 12'-0" COAT MADE TO LOOK LIKE DESIRED ROCK (MN ROCK TOTAL SECTION PER TABLE) IBACKING ATTACHED MN. 2' FROM RE5AR TO ALLC PULL ENCASEMENT. USE SPACERS AS EQ'D *3 5ARS IN TRANSVERSE SHORT DIRECTION: SPACING PER TABLE *3 a 12' o.c.: TYPICAL FO LONGEST SPAN DIRECTION! Project: I t ¼-A /-\L)VN I LJKt Patrett Engineering Group, mc; Engineer: - 751 Sunny Grove Ln. PH: (626). 335-4362 Date: 120 I Shee of _______ Glendora, CA 91741 FAX: (626) 963-4812 /t_- I HORIZONTAL ROCKWORK IDETAI REINFORCEMENT MIN. TUCTUR4L REINFORCING SECTION TRANSVERSE THICKNESS '-6' 3' 03 S 12' o.c. 9 - , Project: .4N.-PatreU Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA.91741 FAX: (626) 963-4812 1Date: I/2OI Sheet 22 of Positive Rock Design: Horizontal Stab MaxSpan = 6.5ft #3 @ 12" o.c. Each Way Overall Thickness = 5" Structural Coat + Texture Coat Structural Section t = 3in d =! d = 1.5-in One Foot Strip S2 DL = 5in-1ft-140-- LL = 2O- Flat Roof LL ft3 ft DL = 58.3! Total Section w/Texture Coat = 5" ft-. M - 1.2(DL).MaxSpan2 1.6(LL)-MaxSpan2 U ia-. + 10 Imu = 431 ft-lb b = l2in d5 = 1.51n f C = 3O00! .2 f = 60000 lb Y -".2 -- in, fl = 30O0- lb in 2 t = 3m cj = 0.9 fy = 40000 lb A ( 1-;7-f b .J.[d 5 [ds2 35MuJ] AS = 0.067.mnl #3@ 12ino.c. AS :11jn2 > 0.067jn 921 Use 3" Thick Min;- Structural Section With Steel Centered #3 @ 12" o.c. Each Way ** note that section is also reinforced with 1"x20 hardwire cloth Project: Patrett. Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626).335-4312 Gendora, CA 91741 FAX: (626) 963-4812 Date. /2o15 Sheet_23 Lft0 OCKWO1K TO 5L4 CONNECTION POSITIVE ROCK - SEE DETAIL I/RW-ro FOR MATERIALS 4 METHODS 12' oz.. E.W. REAR UP TO 3-0' ABOVE WATERLINE. STANDARD REAR EOND LAP BARS 20' MIN. *4 REAR DOWEL 6 24' o.. OR 3 REAR DOWEL 0 12' o.c. FIELD DRILL 4 EPDXY IN PLACE wl I-HLT1 I-(-200 (ESR 3181) OR EQUAL STRUCTURAL CONCRETE 5LA (r OTHERS) Project: DP SeA A'JroP- LEco CA P~tretl __ 1JMROCk Engineering Group, Inc. Engineer: m P- F. 751 Sunny Grove Ln. PH: (626)335-4362 1 O /11 I Glendora, CA 91741 •FAX: (626) 963-4812 Date: \_/ 2O 1 o Sheet--24 of 4t0 Positive Rock To Slab Connection Wind Load =lb lb E 0.1655in•140— = 9.61- 72_7ft ft ft2 (Fpmin Worst Case Pg 2 ) Wind Load Governs : V = (2ft)(15ft)(WindLoad) V = 8431b #4 Rebar Dowel 0, 24" O.C. A = 0.20in2 Vailow .40[40000 J 'JAs in Vallow = 3200 lb > V = 843 lb OK HILTI HY200 MAX Epoxy: #4 w/4" Mm. Emb. (ESR 3187) ft Slab = 3,000psi 4"-Min Ernt. See Page jio 2,9 For Epoxy BondAnalysis I Konnection OK As Detai1ecJ. Max Ht = 15'-0" www hilti us - Profis Anchor 2.7.5 Company: S Pãtrell Engineering Group . Page:. 1 7 Specifier.: Ilk KAW- ' . Project Legoland CA Address:, 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I. FAX:' •.. 626-335-4362 1626-963-4812 Date: 1130/2018 E-Mail:. kirstycpatreII.com Spëcifler'scomments: Roäk to Slab Connection . llnputdata - Anchor type and diameter HIT flY 200+ Rebar A 615 Gr 40 #4 Effective embedment depth: h0,0 4.000 in.(h In.) Materia!: ASTM,A615GR4O Evaluation Service Report: ESR3187 .. Issued I Valid: . 11/1/2016 1 3/1/2018 Proof. Design thethodACl 318-14 / Chem ..Stand-oft installation: . - (Recommended plate thickness: not calculated) Profile:. •.- no profile Base material: cracked concrete, 3000, t.= 3000 psi; h = 6.000 in., Temp. short/long: 32132 °F Installation: hammer drlliedholo installation condition: Dry Relnforcemert ., .- - . tension: condition B, shear condition B; no supplemental splitting reinforcement present edge reinforcement: none orx No. 4, bar Geornetty(in.]&Loading.(Ib, in.ib] -. 0 -- N. — Input deja and renjits must be checked fur apteement seth the oxtating conditions and ten plausibittyl PRoFis Anchor (c) 2003- 2009 Kilt] AO, FL-9494 itcttean -Hilt] Is a registered Trademark of Hilt] AG, Sdiaan www hilti us - - Profis Anchor 2.7.6' 2Lp Company: Patrell Engineering Group Page: 2 1' Specfller KAW Project: Legoland CA Address: 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-335-4362 1 626-9634812 Date: 1/30/2018 E-Mail: klrsty©patrell.com 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions (Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x She force y 1 - 843 0 843 max. concrete compressive strain: max. concrete compressive stress: - [psi] resulting tension force In (x/y)=(0.000/0.000): 0 VbJ resulting compression force in (x/y)(0.000/0.000): 0 Pb) 3 Tension load Load N (1b3 Capacity N (Ib] Utilization N= N0J+ N0 Status Steel Strength* N/A N/A N/A N/A Bond Strength— N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Ureakout Strength— N/A N/A N/A N/A anchor having the highest loading —anchor group (anchors intension) L1 1 Input data and results must be checked for 09rc5m005 with the oxMna conditions and for ptaustb51y3 PROFIS Anchor (C) 2003-2009 HIM AG. FL-9494 Schean H211 )s a registered Tradamarli of 11th AG. Sthaan Profis Anchor 2.7.5 3 Legoland CA Deep Sea Adventure 1/3012018 www.hlltLus Company: Patrell Engineering Group Page: Specifier KAW Project: Address: 751 Sunny Grove Lane Sub-Project I Pos. No. Phone I Fax: 628-335-4362 1626-963-4812 Date: E-Mail: ktrsty©patrell.com 4 Shear load Load V (Ibi Capacity V (Ib] Utilization py = Vj4) V3 Status Steel Strength* 843 4320 20 01< Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength (Bond Strength 843. 9675 9 01< controls) Concrete edge failure In direction y+ 843 3452 25 OK *anchor having the highest loading anchor group (relevant anchors) 4.1 Steel Strength V = (0.6 Av f) refer to [CC-ES ESR-3187 4) V1Vu ACI 318-14 Table 17.3.1.1 Variables [2] f [psi] (0.6 A50v futa) [lb) 0.20 60000 . 7200 - Calculations V [lb) 7200 - Results Vs. [lb] 4) • V53 (Ib] V [lb] 7200 0.600 4320 843 4.2 Pryout Strength (Bond Strength controls) V cpj'ia Nec] . AC! 318-14 Eq. (17.5.3.19) V V . ACI 318-14 Table 17.3.1.1 AN. see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) (2 q 2 ACI 318-14 Eq. (17.4.5.1c) = 16 ci . ° 1100 ACI 318-14 Eq. (17.4.5.ld) 1 ' ( = ) S 1.0 ACI 318-14 Eq. (17.4.5.3) = 0.7 + 0.3 (') 51.0 ACI 318-14 Eq. (17.4.5.4b) MAX() S 1.0 Cac Car ACI 318-14 Eq. (17.4.5.5b) N118 n h01 ACI 318-14 Eq. (17.4.5.2) Variables t [psi] d0 (In.) h01 [in.] Cain [in.] t kc ipsil 2 1589 0.500 . 4.000 6.000 1100 e 15 fin.] e0 fin.) c53 [in.] 0.000 . Th.000 ON 1.000 Calculations c tin.] A 3 [n. - AN3Q [In. Z7 'v *Na 5.983 143.17 143.17 1.000 1J acl '1' sc2N8 y CPM N55 flb] 1.000 1.000 1.000 6911 Results Vp Llbj 4) cancmte Vg, fIb] V53 [lb] 13821 0.700 9875 843 Input data and results must be checked for agreement with the erlating conditions and for plausibility! PROPIS Anther (e) 2533-2009 HUtI AG, P1.4494 Sthasn Hill Is a registered Trademark of Hilt AG Si*stan fl1 Profis Anchor 2.7.5 23 4 Legoland CA Deep Sea Adventure 1130/2018 www.hlltLuS Company: Patrell Engineering Group Page: SpecIfier. KAW Project: Address - 751 Sunny Grove Lane Sub-Project I Pos. No. Phone I Fax: 626-335-43621626-963-4812 Date: E-Mail: ldrstypatreIl.00rn 4.3 Concrete edge failure in direction y+ Vth = (5) U) MY U) CN U) h,V U)pufleLv Vb ACI 318-14 Eq. (17.5.2.1a $ Vdb aV ACI 318-14 Table 17.3.1.1 Av. see ACI 318.14, Section 17.5.2.1, Fig. R 17.5.2.1(b) A o4.5c 1 . ACI 318-14 Eq. (17.5.2.1c) Wec.v = ( :5 1.0 ACI 318-14 Eq. (17.5.2.5) V 3c/ = 0.7 + 0.3(-S 1.0 ACI 318-14 Eq. (17.5.2.6b) 'fry fTiki.o . he ACi 318-14 Eq. (17.5.2.8) Vb (r () g) 'i c ACI 318-14 Eq. (17.5.2.2a) Variables c., [in.] c (in.) e v [In.) w .v h0 [in.] 6.000 24.000 0.000 1.000 6.000 l [in.] 1'. d [in.) ( [psi] U) 4.000 1.000 0.500 - 3000 1.000 Calculations . Av. (in.2) Avo [in .2) U) any .. i' o.v V try Vb [lb) 108.00 1600 1.000 1.000 1.225 6039 Results Vd, Jib] concrete $ Vcb Von [lb] 4931 . 0.700 3452 843 5 Warnings The anchor design methods In PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C. EOTA TR029. etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement Is used. The ([) factor Is increased for non-steel Design Strengths except Pullout Strength and Pryoüt 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 influ iced by the cleaning method. Refer to the INSTRUCTIONS FOR USE given In the Evaluation Service Report 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 standardl * : installation of Hilti adhesive anchor systems shall be performed by personnel trained to install Hilti adhesive anchors. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be theciond for agreelrrent teOi the enjeftng conditions and for plauMbitityl PROFISAnthot (C) 2003-2009 HIS AG, FL-9494 Sthaan HIS lea registered Trademark of HJS AG, Sthaart EiIII5iL , Profis Anchor 2.7.5 www.hiltLus Company: Patrell Engineering Group Page: Project; 5 Legoland CA 4(0 Specifier: Address: K.AW 751 Sunny Grove Lane Sub-Project I Pos. No.: Deep Sea Adventure Phone I Fax: 626-33543621 626-963-4812 Date: 1/30/2018 E-Mail: kirsty©patrell.com 6 Installation data Anchor plate, steel: - Anchor type and diameter. HIT-l-IY 200 + Rebar A 615 Gr.40 #4 Profile: - Installation torque: - Hole diameter In the fixture: - Hole diameter in the base material: 0.625 In. Plate thlckness (input): - Hole depth in the base material: 4.000 In. Recommended plate thickness: - . Minimum thickness of the base material: 5.250 In. Drilling method: Hammer drilled Cleaning: Compressed air cleanIng of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling . ' Cleaning Setting Suitable Rotary Hammer. ;: Compressed air with required ' Dispenser Including cassette and mixer Properly sized drill bit accessories to blow from the bottom of • For deep installations a piston plug is the hole necessary Proper diameter wire brush . Torque wrench Coordinates Anchor In. Anchor x y - C.. C41 C1, c. 0.000 0.000 24,000 . 24.000 6.000 6,000 7 Remarks; Your Cooperation Duties Any and all Information and data contained in the Software concern solely the use of Hilt products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product, The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you beer the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via Lhe.Hilti Webslte. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results mug be checked for egreemzntwlui the enting conditions and for ptausbflity! PROAS Anchor ( c) 2003 2009 Hilt A6,-Ft8494 Schean HiS Is a registered Trademark of filid AG. Sidraan Project: DEp SFA ,AcVyuRE . p LE- i—A TsJ D - CA E: M1RoCk Engineering Group, Inc. Engineer: MR F 751 Sunny Grove Ln: PH: (626) 335-4362 Z20Glendora, CA 91741 FAX: (626) 963-4812 Date: 1, LL Sheet 20 of OCKWOKTO WALL CONNECTION 4' MAX. PORTLAND CEMENT PLASTER U)ITl-4 P15ER MEW M ICO - E 1NFOCEMENT. SELF-FURRED METAL 3.4L LATH (GROOVE D) Y41 -)' SCRATCH COAT I' ULE GYPSUM PER TUCTURAL SCHEDULE OTHERS) C%RA55ER'STREAKER' & x 2' WAFER HEAD SCREWS I' O.C. HORIZONTAL SPACING 12' O.C. VERTICAL SPACING. SCREWS 10 5E PLACED CENTER OF METAL STUD FLANGE. 20 GA METAL STUDS 6 1' O.C. INTERIORWALL ( QT-R) Project: L2Y >I.A /sk1jv.. J frlI CA CM RO c k - Engineering Group, Inc. Engineer: NJ - E 751 Sunny Grove Ln. P1-I: (626).335-4362 Glendoro, CA 91741 FAX: (626) 963-4812 Date: 1 /2018 Sheet_3 I of 7F-112- 10 R Tt4 'c L wT2 &ro Os oWir'o CLfDDft.I6 CA 1 rn Ti-i I cr-OE:5c, \kr 5Pctr4 C7 I2x- • . k R3p,,r4G I(o',c e (~2--(( i4O: &2 lb co . 4(:2 16) s qc~. 3ce'J5 ,3 P \ 20 6A FJ\-rAL 51wrJ5 \ch • TA kLoW 60 16 (o 2- 1,00 3rs s t °t C Lo ti D s •' • 2? ER cC-RE)S e_ •\'2:'o. RT\C'L 5Pcct4G 3 0 r .- -'• -• - - T - - Prodod #212 Bugle Head i:I 20 0.0396 1 mm 25 0.0166, .6 mm #7 8.00 0.50 #2 2.93 2.40 3.75 15 830 0.80 2.97 235 3.90 #8 8.00 030 #2 3.18 2.80 4.08 15 830 0.80 3.22 3.00 4.20 #10 8.50 0.50 #2 3.78 3.20 4.75 12 8.90 0.80 3.82 3.40 4.95 #6 20 237 . 557 25 139 278 #7 20 222 . 817 25 100 245 342 (9(o) 785 25 145 325 #10 20 392 418 25 171 358 GRA8BEReI fasteners are not cateOorize&as structural bolts. The figures listed above are ultimata average values achieved under independent laboratory conditions, and apply. to GRABBER Una fasteners Ancpproriote safety factor must be determined by a / :.---•-- -'- quhfiedpraflWfarde gnpurposas.. FétoOc. 5r1 4 All GRABBER® screw products ore marnAodumn facilities that ore ISO 902 and ISO 14001 corfifled and approved. The feners comply with M C1002, as referenced in ICCES report ER-5280 are oppraved far use in structures governed bythlntenfional Building Code 2006, 2009,201 2, International Residential Building Code 2006, 20(, and 2012. r 6g,55 iciijfr I 0 90011 J UA119N 616 UmRNAUOI!41 www.grabberman.com 67 gi.ui? Product #212 Bugle Head STREAKER® (1 0F3) Attixhes gypsum board or wood to wood or 2520 go. steel or wood. Standard bugle bead. flnish - Black/Gray Phosphate, Clear Zinc and GRABBERGARD® - If[IJ 1/2w and sir single-layer gypsum board to steel studand tratk 1/2' and multiple-foyer gypsum board to steel studs and track p Steel or wood cabinets through single-layer gypsum board to steal studs, 20-25 gouge OSBor plywood to20-25steel PRODUCT FEATURESJT A fine-thread screw for general interior applications .) Ideal for use with 20 and 25 gouge steel 12—l5threads per Inch Super sham, 23° STREAKER® Point, designed to penetrate steel quickly and easily #2 Phillips recess drive The Bugle head Is designed to seat fast and easily into soft wood or drywall, creating a flush surface finish. 1Iil E' ff'i Gouge - #6 to #10 Length —19 to6 Head Type -Bugle Recess Type - #2 Phillips 3Thread Type - Double Lead Finish —Gray Phosphate GRABBER® screws are manufactured in a ISO 9002 and ISO 14001 certified and approved factory, and are approved by ICCES report ER-5280. Iti1iI!! iIiJIcI1l] 4!11 s Use a standard screwgun with a depth-sensitive nose piece. Suggested suewgun specifications for optimal performance —4 amps minimum and RPM range of 0— 4000. The bugle head Is fully seated when the bead is flush with the work surface. Overdriving may result in failure of the STREAKER® or stripout of the work surface. * The STREAKER® must penetrate beyond the metal a minimum of three thread pitches. www.grabberman.com 65 Black/Gray Sall Spray ASTMB117 24 hours, Phosphate Results no red rust CleorZinc Salt Spray ASTMBI17 24 hours, Results no red rust GRABBERGARD Salt Spray ASIM 8117 1,000 hours, Results no red rust GRABBERGARD Kesternidr DIN 50018,2.01 15 cycles, Results no red rust Product #212 Bugle Read STREAKER® (20F3) PRODUCT SIZES: A? GROWING, INFORM4T109 Cotatog Mn Lnjth Pcirt uunhirt Pei- Callon Vku1ii Pci Cation F1 368Z #6)]/9 32mm 8 M 31L00(lbs) 368RG #611I4? 32 mm 8M 30.00(lbs) 368 #61-1/( 32 mm 2 M 30.00(lbs) 269 #61-1/8' 20nirn 10M 32.00(ibs) 268kG #61-1/8' 28mm 10M : 3240(Ibs) 268Z #61-]f8' 28 mm 10M : 32.00(lhs) 468 #61-5/8' 411mm 3M 22.00(lbs) 468kG #61.5/8' 411 rum 3M 22.00(lbs) 468Z #6I-5/ 411mm 'SM 22.00(tbs) 768! #6xT 51: mm 3.5 M 22.00(Ibs) 768 #6n7 51 mm 33 M 22.00(Ibs) $68 #7i2-114 57 mm 3M 20.00(Ibs) 868Z #7,2-1/q 57 mail 3M 20.00(Ibs) 368R68 #8il-1/4 32 mm 8 M 30.00(lbs) 968 #8n-1/2' 68 mm 2.5M 20.00(ibs) 968Z #8-1f' 63 mm 2.5 M 20.00(ibs) 1168! #80 76 mm 2M 22.00(lbs) 1168 #87 76 mm 2 M 2100(lbs) 1268 #110-1t2 :89mm .1 M 17.O0lbs) 1268! #431RD 89 mm 1 M 17.00(lbs) 1368 #1t 102mm 1 M 21.00(ibs) 1468 #1CA-12 115 mm 1 M 21.00(lbs) 1568 #11)5' 127 mm 1 M 24.00(lbs) 1768 #16' - 152 mm I M 28M0(lbs) 'lib Box, Sib Box iül Co1cbcrecv packaging tption available on selected items. All GRABBER® screw gin" cm manrfcctured 1od'M&hot are ISO 9002 and ISO 14001 mrflfted and approved. The festencrnpiy All ASfM1002, 05 referenced In ICCES report ER-5280 are approved for use in.dires pownid by the Interuatioral Building Code 2006,2009,2012, International Rasieu1icI Builcing Z eZlO6, 2009, one. 2017 66 GRABBER Cn,n:trudiori Products )— I i 'r"g5_- 1 01 *U1 IN e, V Project: DEI' SA A/iORt Patre(L _ C M FOC < - Engineering Group, Inc. Engineer: 751 Sunny Grove Ln. PH: (626).335-4362 / Pi I Glendora, CA 91741 FAX: (626) 963-4812 Date: 1/ L-'IO Sheet ) of - WELID-GRETE 1OCKWO1K DETAIL ROCK TEXTUE CONCRETE CAVED, $RAPW 4 TANE TO IMULA1E SOCK WELD-CRETE CONCRETE BONDING AGENT APPLIED TO CIP WALL USING MFCR SPECIFICATION WATERPROOFING, (Y CENOCK) WATEALL AREA ONLY IF REQUIRED CIF WALL (Y ONE) NOTE tmax: 3' WELCETE BONDING AGENT Project: Pa trett C,EMRocK Engineering Group, Inc. Engineer: N - F 751 Sunny Grove Lri. PH: (626).335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: /2O!8 Sheet of NJ LO CY2 E.Ta O13O- DETP . 4S5; 3TRaM&TH (903 3R bo TN61* = 740; OF f0 cy_CLFoo6 4 44 24r <74 f4- :3 24 2 ub P-9 ; .LO CcTE i 2- OK- A i&Ai 1-0 .frrrAc& Coo, riiiii! C, 1_o ar (i. Cbr. CT€VJPLL- Freeze-thaw Stability 5 cycles freeze (-10° F & thaw). Freeze-thaw stable. Toxicity Enclosed mice exposed to 30 cc volatilized banding agent for 1 hr. Non-toxic, no illetfects after 7 days. Fire Resistance ASTM E-119 (bonded assembly). Passed 2 hr. Fire Test 1800° F and 1 hr. Hose Stream Test. Flammability Lab. tests for fire resistance. Non-flammable; meets MIL-B-1 9235C. Acid Resistance Life Expectancy 1" concrete slabs bonded to 1/2" gypsum plaster subjected to seepage of strong deter- gents & synthetic urine for 10 hrs. a day. No bond failure after 25 consecutive days. Also unaffected by alkalinity of cement. Lab tested & field proven. Non-deteriorating bond: retains strength & flexibility. 37/~(O 03050/LAR BuyLine 0465 Concrete .& Plaster Bonding Agents Performance Properties (Weld-Crete & PIasterWetd°) Property Test Method & Results Tensile Bond Strength ASTM C-932 for Weld Crete average 485 PSI ASTM C431 Thr Plaster- Welds, average 304 psi. after 28 days. Flexural Bond Strength AS1M C-78 (concrete beams laminated with bonding agent) 603 ps I Shear Bond Strength ASTM C-1042 (sIanP cylinder test) 740 14 days Temperature Range ASTM C-932 (Weld-Crete); ASTM C-631 (Plaster-Welds) specimens brought to 145° F, no bond failure. .Weld-Cre Fh m. original cheita. concrete tondirrg g eli incoo rate! pl'viny1 ac !tate iiiopolyner in a pitoited formula- :io For exterior aic irterior use. NE Id-Crete will bnrJ mew conreta, odand cement aster, and cemerili- :io...s mixes to stricJrlly sound :ocrete fborswII;, :olumns erns, sts and ran; s, I can be "painted or" in a singe picatioii1to 1C clays prior tCz ccrete pacemeLt. Js Weld-Crete's ,p n time to our advantage n boncin b concrere ,hear waIIs where yti need a I me -ape betwen apltn of banding age, piacment .f e1i1orc1ng steel. Iement af torrr.rI and )Iaement jf canaee. Akti-CretO is a1s 3 ised for boidIrlr ;eeng be force raiTh tile anc for Jo-ing pertland ceineit plaster ani 3tu1c0 mbes; and]tc b)nd to sEch 3U aces ac brick, blect, tile, marble. mI, gla block saindly adhred ail {non-slubie ii war), and Ellicoas. PIasterWeIde The original plaster bonding agent is a patented formulation incorporating polyvinyl acetate homopolymer. Designed for interior use only. High performance bonding of one-coat finish plaster and/or two and three coat work to concrete ceilings, walls columns, beams, and other structurali sound surfaces. Plaster-Weld" prepares the surface to allow you to plaster directly to concrete over electric radiant heat cable, and to bond cement mortar beds to smooth concrete for installation of rigid foam installation. Concrete, brick, block, glass, ceramic tile, wallboard, metals (e.g. sheet lead in x-ray roams) and marble are suitable surfaces. Plaster- Weld' can be used over paints having' oil, rubber, or vinyl bases, and over silicone-treated surfaces, as well as latex paints. 82€4 Pies on Court • Jessup, MD 20794 • 800.6:3.6668 www.larsenproducts.com Project: DiEP SJLA1ET4TORE Patrett. Lo L - CA CEM f, (C !& - Engineering Group, Inc. - Engineer: Ni F 751 Sunny, Grove In. PH: (626) 335-4362 / II 201 8 Shee of Glendora, CA 91741 FAX: (626) 963-4812 Date: \, t_2J lIP - 1OCKUJOKSECTION (4) 04 CONT. 0 TOP - OVER OPENING: LAP POUN 24' INTO VERTICAL WALL BEYOND * ON BOTH SIDES I I3.I21 OC.) I-lb , () 04 CONT. OVER OPENING: 1 - ' LAP POUN24'INTO I VERTICAL WALL 8ECNP ON BOTH SIDES )f PLWD SHEETING (BY OTHERS) METAL STUD EXTERIOR - WALL (BY OT4ER5) IWI&: ..LiL II-1j• -• -. iii =11-. - • u !r' II: II.=.II i tPi. Patrett - Engineering Group, Inc. [ 751 Sunny Grove Ln. PH: (626) 335-4362 Glendora, CA 91741 FAX; (626)963-4812 oC-W Project: Engineer: • NI r- J- - Date: 2 QlQ Sheet_39 of )tl LINTGL cx EcrEoR • 3PA, I to b=• 2-4-i' t d CO -4" ( Y/ 2, . o- 2 2j.5o4 .c7z 29 c1 (.00c oo5,(V')(Co"y , 357 (3T):t 4. A .'zo'_Lo I H>.ru I 0t)E (.5)4SAas Sonom scT 10 0,51e- (-44 &A V-.5 Thf SI' Project: E1- -> 'A ,9LNEPJ I I) Pt-,,.m- (L LEGcxA1JE c C__ a re CE M R oak It-- Engineering Group, Inc Engineer: H - F 751 Sunny Grove Ln, PH: (626) 335-4362 Date: / Shee e 1,' Gténdora, CA 91741 FAX: (626) 963-4812 t 70 of ROCKWOIK TO tXTEIRIOR WALL CONN. 4' MAX. PORTLAND CEMENT PLASTER WITH FIBER MESH MICRO -RE INFOCEMENT. SELF-FURRED METAL 3.4L LATH (GROOVE D ) )''-) SCRATCH COAT ' EXTERioR PLUJI. PEP, STRUCTURAL SCHEDULE (Y OTHERS) RAE 'STREAKER' 08 x WAFER HEAD 5CEUJ6 16 O.C. HORIZONTAL SPACING 12' O.C. VERTICAL SPACING. CEWS TO BE PLACED CENTER OF METAL STUD FLANGE. 16 GA METAL STUDS ' 16' O.C. EXTERIOR WALL (Y OTHERS Ye STUCCO LAE (BY OTHERS) Project: L) E. -' ZA é-L)VFN I Uf<1 D+rM I Le I - Engineering Group, Inc. Engineer: tJ P- I 751 Sunny Grove Ln. PH: (626).335-4362 Glendora, CA 91741 FAX: (626) 963-4812 Date: /2 UI R Sheet 1.4/ of it pp Dc o-To Sm E JT Nlo \'J I N o - 'vJi r4 o CLAoo ic 6 0 RE-cT '/ frio 3ju compo t4 E: N-15 - CLADDI 6 CASE. 1 F-P q =.43'vJ IflPy -FH k CX- i4 Plr7 i2Lcc OR15PACI4G 9pep- c oç): (~ 21b (Co 2 16 5. 9 )b 1 S 6e 3ce'.'3*S 20 CE,Pr A1A ÔTO 05 \ C\ p h S(o Psz = - + 1.00 f3o tb - Jis Y2 GeE u) S R\CAL 5P#\ct6 - Ro"oc- BobAL3P,Ctr4 Project: L2P 6VE/\W LEGcLAE1t —CA J! Pa re (I - CEMRoc+ - Engineering Group, Inc. Engineer: NP- 751 Sunny Grove Ln. PH: (626) 335-4362 I Glendora, CA 91741 FAX: (626) 963-4812 Date: 72O t Sheet 142.. of OCKUOK TO CONCRETE WALL DETAIL ROCK TEX1UEI CONCRETE CAVE, WA!W 4 STAINIM TO SIMULATE SOCK (1) LAYER I'xl'x20 GA OCTX4NAL WIRE ME5I-1 ANCHOR 2' LONG OR 1-ULTI X-C F86 NAILS wl FLAT WASHER (OR EQUAL) G 1' o. EACH WAY ALTERNATE USE WELD-CRETE CONCRETE BONDING AGENT APPLIED TO CIF WALL USING MPGR SPECIFICATION WATERPROOFING, (BY CENROC<) IF REQUIRED CIF WALL (Y OTHERS) ric. Project: Pattett Engineering Group, Inc. - Engineer: 751 Sunny Grove Ln. PH: (626) 335-4362 Glendoia, CA 91741 FAX: (626) 963-4812 Date: IF Sheet_Lf of I Positive Rock-To Wall Connection HILTI X-C P8S Pins With Pre-Mounted Steel Washers (ESR 1663) Length =4!n Diashank = O. 1381n FU = 58000 lb -- In nV =2.0 ____ lb Vallo , = ll6OO.— (Allow For Steel In Shear) V in Max 5" Thick Carve Coat Plaster Weight V 1ft.1ft.5in.140!= 551b " < Yaiiow 01< ft VALLOW (Pinto Wall) =430 lb >.58 lb (allow for Connection to Concrete) 6aa 1 F6 4A T Use HILTI X-C PBS Pins (or Equal) W/ Pre-Mounted Steel Washers, " Lona ( 12" o.c. Spacina Each Way Length Shank in. (Mm) Washer Ø - O.1383.5 8mmmetal OAM * Collated - Powder-Actuated Fastener Oe5uipOn I Project: DEEf' EA ADVt Pa sT1 L - CA trell CE:MRoc Engineering Group, Inc. Engineer: tJ P-F 751 Sunny Grove Ln. PH: (626) 335-4362 / Glendora, CA 91741 FAX: (626) 9634812 Date: ( Sheet_44 of 32.-&.3 Technical Data $uwabeuad.an No n Cone conymsdw StMR Ith. DaciinIImi Faatnnur. . ShaMi . Minimum 2000 4000 psI 6000 pal 0 . TalOn Owmetei E in..nm) m (mm) ft I (kN) lb (kiil) lb d) lb () 314 (19) 55 (024). 90 . (040)170 (06) - -. vyna: . . 31.;19) -42; i2O(043 05 (042)120 I (25) 11 (06$) M (0.98) its (051) 220 (0.98) ç X4P so (t9) - 50 (022) 120 (043) 50 (0.22) 00 (0.40) Onassninthe ocitlasinOnsmly, uslu safety i054 tal4itsd.fri acOdamwltfl 'KC-ESA=— Wood orsaaf ms connected to-the nitate mast be bwost}ated in acocidanea wIth actad design 1terla M tastersie acón. idsdftr SXt.flt r Project: DEEEP SEA AtvEpJrvI€' Lo L.A Lip - CA I CEMRK Engineering Group, Inc. - - Engineer:_N P- F 751 Sunny Grove Ln. PH: (626) 335-4362 / Glendora, CA 91741 FAX: (626) 963-4812 Date: i 201r Sheet of CONTINUOUS FOOTING IDETAIL Ml N4N'CAVE' SOCK EE DETAIL 1/RUJ-15 FOR MATERIALS 4 METHODS FINISH GRADE COWl. FOOTING (2) *3 5ARS CONT. Project: 1) E P S L4 A D'/E tJTU R 41A.'Patrell C__MR___________ oCk Engineering Group, Inc. I - •-• Engineer: i P- F 751 Sunny Grove Ln. PH: (626) 335-4362 / 1 1 Shee Glendora, CA 91741 FAX: (626) 963-4812 Date: 1, 20! ô t of CONTINUOUS FOOTING DESIGN: Wioas:(12ft)(58psf) + 1.5(O.667ft)(58psf) +(.i2ft).(2OPSf) (Worst Case Height) Wall Footihg LL Wcci = 874 ft I Width := 12in Pressure •:= 1Vloads = 874•psf SOI Width Allowable Soil Pressure Pressureallowable := 1500psf > 87.4 psf Per CBC 1806.2 Class 5 Soil Use 8" Wide ConthuousFooting (2) #3 Cont @ Bottom Bottom of Footing @ 1'-6" V Below Finish Grade / V SHEET INDEX DEEP SEA ADVENTURE SHEET# SHEET DESCRIPTION /'OZ~40 'o RW-1 COVER SHEET / SHEET INDEX 'OA RW -2 CONSTRUCTION NOTES V A RW-3 ROCKWORK LAYOUT PLAN City of Carlsbad L L_'LNJEli),CAP RW -4 MODEL PHOTOS - OVERALL ROCKAW!06Q Division RW-5 MODELPHOTOS JUL 23 2018 RW -6 MODEL PHOTOS APPROVED BY: C I LEGOLAND DRIVE lN8 MODELPHOTOS ISSUED BY: Ethos Architecture has reviewed this CALIFORNIACARL S BAD, RW- has 10 ROCKWORK SECTIONS conformance with the design of the RW - 11 ROCKWORK SECTIONS building. As such we ask that the RW- 12 ROCKWORK DETAILS Building Official review this deferred submittal. This proposed work shall RW- 13 ROCKWORK DETAILS not be installed until the deferred RW- 14 ents Patr'eLL 1 rld RVV- 16 EEEEE 21Ebuildin!' r\ ¼ - En.gineerirg Group, Inc. CEMROCK"RW- 17 ROCKWORK DETAILS DtO67I2O18 RW 18 ROCKWORK DETAILS 751 Sunny Grove Lane 4790 S. Julian Ave. RW-19 ROCKWORK DETAILS Glendora, CA 91741 Tucson, AZ 85714 RW-20 ROCKWORK DETAILS Ph: (626) 335-4362 Ph: (520) 790-5877 Fax: (626) 963-4812 Fax: (520) 571-1888 OFES Patret*1 ATEJAN302O SHEET:OVE LANE 3012O18 - EP SEA ADVENTURE Engineering Group, Inc. FAX: (626) 963-4812 LEGOLAND, CALIFORNIA FRW 1 OE.CALWO I PREVao I Tr a IGO LOADING CRITERIA FER IC 2015 SECTION 103 4 ASCE 1-10 GENERAL; CONCRETE: 1. MATERIALS AND WORKMANSHIP TO CONFOR1 TO 1. ALL PHASES OF WORK PERTAINING TO THE THE 2015 INTERNATIONAL BUILDING CODE. CONCRETE CONSTRUCTION SHALL CONFORM TO THE 2. THE STRUCTURAL DRAWINGS AND NOTES BUILDING CODE REQUIREMENTS FOR REINFORCED REPRESENT THE FINISHED STRUCTURE. UNLESS CONCRETE - ACI 315 OR AS MODIFIED BY THE OTHERWISE 5I-10(LN THEY DO NOT INDICATE THE CONSTRUCTION DOCUMENTS. METHOD OF CONSTRUCTION. THE CONTRACTOR ALL POURED CONCRETE SHALL BE NORMAL SHALL PROVIDE ALL MEASURES NECESSARY TO WEIGHT CONCRETE WITH COMPRESSIVE STRENGTH PROTECT THE STRUCTURE AND/OR SURROUNDING PER THE TABLE SI-êOI.IN BELOW. LANDSCAPING DURING CONSTRUCTION. 5UC4-4 ALL CONCRETE MIXES SHALL BE DESIGNED BY A MEASURES SHALL INCLUDE BUT ARE NOT LIMITED RECOGNIZED TESTING LABORATORY AND TO BRACING, SHORING OF LOADS DUE TO APPROVED BY OWNER'S REPRESENTATIVE / CONSTRUCTION EQUIPMENT, ETC. STRUCTURAL ENGINEER OF RECORD. AGGREGATES IN NORMAL WEIGHT CONCRETE SHALL REINFORCING STEEL: CONFORM TO ASTM C33. PORTLAND CEMENT: TYPE I OR II, C0NFO1ING TO I. ALL REINFORCING STEEL SHALL BE DETAILED AND ASTM C-IS, LOW ALKALI, MILL TESTED WITH CERTIFICATES OF COMPLIANCE RECORD FOR PLACED IN CONFORMANCE WITH THE BUILDING CODE ABOVE GRADE POURED CONCRETE. TYPE S OR REQUIREMENTS FOR REINFORCED CONCRETE' (ACI-315) EQUIVALENT SULFATE RESISTANT CEMENT TO BE AND THE 'MANUAL OF STANDARD PRACTICE FOR USED IN BELOW GRADE FOOTINGS AND PIERS THAT REINFORCED CONCRETE CONSTRUCTION' BY THE CR.S.I. WILL BE IN CONTACT WITH THE SOIL. OR AS MODIFIED BY THE CONSTRUCTION DOCUMENTS. CONCRETE MIXING OPERATIONS, ETC. SHALL 2. REINFORCING STEEL - A615 GRADE 40 M N.. CONFORM TO ASTM C-54 3. ALL REINFORCING BAR BENDS SHALL BE MADE COLD. 1. UNLESS OTHERWISE SHOWN OR NOTED, CONCRETE 4. REINFORCING SPLICES SHALL BE MADE AS INDICATED COVER FOR REINFORCING BARS TO FACE OF ON THE DRAWINGS. CONCRETE SHALL BE AS FOLLOWS: S. DOWELS BETWEEN FOOTINGS/ SLAB AND WALLS SHALL CONCRETE IN CONTACT WITH EARTH, BE THE SAME GRADE, SIZE AND SPACING AS THE MAIN -------------- 3' REINFORCING, RESPECTIVELY, UNLESS NOTED OTHERWISE. CONCRETE IN CONTACT WITH EARTH, 6. ALL BARS SHALL BE MARKED SO ITS IDENTIFICATION FORMED -------------- 2' CAN BE MADE WHEN THE FINAL IN-PLACE INSPECTION IS SI-IOTCRETE TO OPEN SPACE - (NOT IN MADE. 1. WHERE WELDING OF REBAR IS REQUIRED, ASTM A106 10. - CONTACT WITH EARTH) -------- 1168 ALL REINFORCING BARS, DOWELS AND OTHER LOW ALLOY STEEL DEFO1ED BARS SHALL BE USED. CONCRETE INSERTS SHALL BE WELL SECURED IN • POSITION PRIOR TO PLACING SI-4OTCRETE. FF RE5AR REINFORCING: 1603.1.3 - SNOW LOAD N/A 1603.1.4 - WIND DESIGN DATA 1. BASIC WIND SPEED 115 mph I (CATEGORY II) M 1.0 EXPOSURE C 4. Kd .0.55 WIND LOAD 35.1 pof (LD) 1603.1.5 - EARTHQUAKE DESIGN DATA 1. I 1.25 (CATEGORY III) 5a I.12I 0.4319 SITE CLASS 4.S09 0.1569 5D1 -0.4519 S. SEISMIC DESIGN CATEGORY D 6. BASIC SEISMIC REINFORCING SYSTEM - EXT. NON STRUCT. WALL 1. DESIGN BASE SHEAR m PER CALCULATIONS S. Ap (EXT WALL) 01.0 R (EXT WALL) .2.5 S. ANALYSIS PROCEDURE USED: STRENGTH DESIGN CONCRETE 9TNGTI4 8440TCTE #3 BAR fy = CKWO(3øøøpeIMIN.I40ksI #4 BAR fy=60ks1 1. ALL FRP REINFORCING BARS SHALL BE DETAILED AND PLACED r IN ACCORDANCE WITH ACI 440R-6 'STATE-OF-THE-ART REPORT-ON FIBER REINFORCED PLASTIC REINFORCEMENT FOR CONCRETE STRUCTURES' AND ACI 440.5-05 'SPECIFICATIONS FOR CONSTRUCTION WITH FIBER-REINFORCED POLYMER REINFORCING BARS' ALL BENDS IN BARS MUST BE PERFORMED BY MANUFACTURER'S SHOP IN AVAILABLE CONFIGURATIONS. NO HEATING OR SENDING OF BARS IN THE FIELD IS ALLOWED. DELIVER, STORE, AND HANDLE FRP BARS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS TO PREVENT DAMAGE. DO NOT STORE FRP BARS DIRECTLY ON GROUND. PLACE TIMBER PALLETS UNDER BARS TO KEEP THEM FREE FROM DIRT AND MUD AND TO PROVIDE EASY HANDLING. STORE FRP BARS UNDER COVERS TO AVOID DIRECT SUNLIGHT AND CHEMICAL SUBSTANCES. 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 DATE: JAN 30 2016 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA S4FT: W-2 DDEEF SEA ADVENTURE LAYOUT ELAN 1-0' (1 37018 Ecp 6/30/2018 'CALW2 SUNNY GROVE LANE Fl GLEND ORA, CA 91741 Pa.trett PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 'ATE: JAN 30 2016751 E T: W 3 DEEF SEA ADVENTURE I_EG0I_AN, CAL IFORNIA. jIJI_ '* v ________ • I - -, 44 - uiIiE YT' D ROCKWORK MODEL PHOTO: OVERALL RocKwoR< 5COlE N.T.S. 1 I -øII w e4 - x" i TAN r LOW-• D OCKWO.K MODEL PHOTO: OUTSIDE OCKWOK N.T.S. Patrett 751 SUNNY GROVE LANE DATE JAN 30 2016 GLENDORA, CA 91741 SHEET: PH: (626) 335-4362 EE SEA AVENTUE - Engineering Group, Inc. FAX: (626) 963-4812 LEioL.AN, CALIFORNIA - - _ '.;• ______ Ty :1 U) (Ii) OCKWOIK MODEL PI-40T0 - 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 N.T.S.I©OCKWOJ( MODEL PHOTO DATE: JAN 30 2016 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA *\, EXp63012018 S..9It1L 1A NNN NNN - ,.. (DROCKWOW MODEL PHOTO .,. . . N.T.S. I©0CKU0< MODEL FI-40T0 N.T.S. 4 751 SUNNY GROVE LANE DATE JAN 30 2018 Patrett GLENDORA, CA 91741 S1-4FT: PH: (626) 335-4362 DEEP SEA ADVENTURE Engineering Group, Inc. FAX: (626) 963-4812 LEGoLAN, CALIFORNIA 1W - 3/9'FP THREADED DOWEL 6 12' O.C. 3' MIN. EMS. 4-IILTI WY-200 EPDXY (ESR 3181) ZIP TIE PVC TO DOWEL CARVED SOCK SECTION - SOLID FILL 5EHIND - WATERPROOF TANK WALL (Y OTHERS) TYP. 4 ''S q '• , 4 . • 4 '' '. '. : 'I" 4 .4 4, '- TANK WALL 4 FOOTING (Y OTHERS) 4 4. - .4 . 1 •. : S ' S. ,'- %' F1P THREADED ROD / DOWEL Q 12' O.C. 3' MIN. / EMS. I-4ILTI 14Y-200 / EPDXY (ESR 3161) CONCRETE CATWALK (Y OTHERS) Lu _- ZIP TIE TO PVC DOWEL CARVED ROCK SECTION SOLID FILL 5EPIND - WATERPROOF TANK- WALL (5Y OTHE RS) U-12 TYP. 44 '- TANK WALL 4 FOOTING (Y OTHERS) EDIOCKWOIK TO 51E OF TANK WALL DETAIL N.T.S. ©OCKWOK TO CATWALK DETAIL N.T.S. 751 SUNNY GROVE LANE ___________ DATE: JAN 30 2015 Patrett GLENDORA, CA 91741 SHEET: PH: (626) 335-4362 DEEP SEA ADVENTURE - Engineering Group, Inc. FAX: (626) 963-4812 LEGOLAN, CALIFORNIA 1W 10 r-'o, 3 0t8 1 6/3012018 OP /' FP THREADED DOWEL m 12' O.C. 3' MIN. EMS. WILTI 1-4Y-200 EPDXY (ESR 3181) - ZIP TIE PVC TO DOWEL CARVED ROCK SECTION I —WATEP0OF TANK WALL (Y 0TI-4!S) '- TANK WALL 4 FOOTING (Y OTHERS) CDOCKUOK TO SIDE OF TANK WALL DETAIL 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 /' FP THREADED / DOWEL 6 12' O.C. 3' MIN. / EMS. WILTI WY-200 / EPDXY (ESR 3181) / - CONCRETE CATWALK (Y OTHERS) LU - "- TANK WALL 4 FOOTING (Y OTHERS) N.T.S. ©OCKWO.K TO CATWALK DETAIL N.T.S. DATE: JAN 30 2016 (I °• 37Ot' SI-I E T EXp. &30/;018 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA I TOP OF U- 11~ SIM. PORTION TOP OF TANK WALL (5Y OTHERS) ,—PVC PIPE REINF, / VERTICAL ,—ZIF TIE / INTERSECTION POINT I PVC PIPE REINF. HORIZONTAL I® PVC CONN. JOINTS N.T.S.I • WATERPROOF - [jLAYER TANK FLOOR (Y OTHERS) SCORE JOINT TOP PERIMETER 4 FILL WI CAULKING (BY OTHERS) 4' MAX. PORTLAND CEMENT PLASTER WITH FIBER MESH MICRO -REINFORCEMENT. SELF-FURRED METAL 3.41_ LATH (GROOVED) )('—Y SCRATCH COAT V2' EXTERIOR PLLUc. PER STRUCTURAL SCHEDULE (Y OTHERS) AER 'STREAKER' 08 x JJAFER HEAD SCREWS 1" O.0 HORIZONTAL SPACING 12' O.C. VERTICAL SPACING. CREWS TO 5E PLACED CENTER OF METAL STUD FLANGE. ro GA METAL STUDS ' 1' O.C. EXTERIOR WALL (Y OTHERS) 38 a STUCCO LAYER (Y OTI-4ERS) TYP. ON SIDES 7MIN >-ç-- (2) 03 FRP REAR ABOVE 4 BELOW: SIDE 5Y SIDE IN / ROCK TWICKNESS: / (4) EARS TOTAL SxSxS CMU 6LOCK SOLID FILL 51 -Of MAX. J(DVOID IN UNDERWATER ROCKWORK: OPENING REINFORCEMENT 751 SUNNY GROVE LANE Patrett,GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 N.T.S DATE: JAN 30 2016 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA EXT. ROCK TERMINATE 6 STUCCO <'r'No. 370181 S-1T; W -12 OPAncO 'K7 •L_JJ[ \ ZIP TIE TO PVC DOWEL CARVED ROCK / 2 '-0' MAX. In F;~ ILL 4 ••• /' FP THREADED ROD DOWEL 12' O.C. 3' MII4, EMS. WILTI MY-200 EPDXY (ESR 3181) CONCRETE CATWALK (Y OTHERS) \- CATWALK SUPPORT COLUMN 4 1 FOOTING (Y OTHE RS) I (DOCKWOK TO SIDE OF CATWALK COLUMN DETAIL N.T.S. (ZTHEMED ROCK ON SLAB N.T.S. 751 SUNNY GROVE LANE DATE: JAN 3 2010 Patrett GLENDORA, CA 91741 S4ET: PH: (626) 335-4362 DEEP SEA ADVENTU RE - Engineering Group, Inc. FAX: (626) 963-4812 LEOLAN, CALIFORNIA fRw 13 :EXP. 6/3W2Ol8 2PCALA.d -. SCULTW REEF STYLE (j)SOLID FILLED UNDERWATER REEF SOCK 751 SUNNY GROVE LANE Patr'ett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 N.T.S.I()LOW-UNDERWATERREEF SOCK DATE:. JAN 30 2016 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA N.T SHEET: UJ-14 TEXT. COAT STUCT. - COAT SACKING ATTACHED MIN 2' FROM RE15AR TO ALLOW FULL ENCASEMENT. USE SPACERS AS REQV *3 a 12' o.c. EA. WA OCTAGONAL WISE MESH: ON TOP OF RE15AR LAYER AS NEEDED. 3' CONCRETE STRUCTURAL COAT 11-2' CONCRETE TEXTURE COAT MADE TO LOOK LIKE DESIRED ROCK- (ROCK TOTAL SECTION = 5') FOR VERTICAL FACE SACKING ATTACHED MIN. 5EHIND RE5AR TO ALLOW FULL ENCASEMENT. USE SPACERS AS EQ' 3 REIBAR * 12' o.c. E.W. AQUAFIN - 2KM/ti BETWEEN STRUCTURE AN TEXTURE COATS CONCRETE STRUCTURAL COAT (MIN) 11-2' CONCRETE TEXTURE COAT MADE TO LOOK LIKE DESIRED ROCK (SOCK TOTAL SECTION = 5') rl (j)TYPICALOCKWO.K DETAIL N.T.S.I() ROCKWOW6 SPLASHA.E4: WET N.T.G. DATE: JAN 30 201& 751 SUNNY GROVE LANE PatrelL GLENDORA,CA91741 PH: (626) 335-4362 DEEP SEA ADVENTURE - Engineering Group, Inc. FAX: (626) 963-4812 LEGoLAN', CALIFOMIA RW 1 4-NO 37O1I1 EXp 6/30/2018. BACKING ATTACHED MIN. 2' FROM RE5AR TO ALLOW FULL ENCASEMENT. USE SPACERS AS EQ' *3 BARS IN TRANSVERSE - SWOT DIRECTION: SPACINC PER. TABLE *3 12' o.c. = TYPICAL FOR LONGEST SPAN DIRECTION EINFOCEMENT MIN. SPAN STRUCTURAL REINFORCING SECTION TRANSVERSE THICKNESS '-' 3' *3 a 12' o.c. POSITIVE ROCK - SEE DETAIL I/RW-5 FOR MATERIALS 4 METHODS *3 im 12' o.c. E.W. RE5AR UP TO V-0- ABOVE WATERLINE. STANDARD REBAR BEYOND LAP BARS 20' MIN. *4 RE5AR DOWEL 6 24' o.c. O *3 RE5AR DOWEL 6 12' o.c. FIELD ILL 4 EPDXY IN PLACE wl WILTI 1-4Y-200 (ESR 31) OR EQUAL STRUCTURAL CONCRETE SLAB (i OTHERS) 2'-3' CONCRETE STRUCTURAL COAT (PER TABLE) 11-2' CONCRETE TEXTURE COAT MADE TO LOOK LIKE DESIRED ROCK. (MIN ROCK TOTAL SECTION PER TABLE) KDTYPICAL HORIZONTAL ROCKUJOR< DETAIL 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 N.T.S.I() OCKWOK TO SLA5 DETAIL DATE: JAk 30 201S DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA N.T.S, S-4ET: EXR 6/3 j8, ROCK TEXTURED CONCRETE CARVED, SHAPED 4 STAINED TO SIMULATE ROCK WELD-CRETE CONCRETE BONDING AGENT APPLIED TO CIF WALL USING MFGR. SPECIFICATION WATERPROOFING, (8Y CEMROCK) UJATEALL AREA ONLY IF REQUIRED CIP EXTERIOR WALL OR CONCRETE TANK (Y OTHERS) NOTE: tmax = 3' WELDCRETE BONDING AGENT 4' MAX. PORTLAND CEMENT PLASTER WITH P15ER MESH MICRO -REINFORCEMENT. SELF-FURRED METAL 3.4L LATH (GROOVE) )''-)' SCRATCH COAT ' PURPLE GYPSUM PER STRUCTURAL SCHEDULE (Y OTHERS) GRAER 'STREAKER' 09 x 2' WAFER HEAD SCREWS 1' O.C. HORIZONTAL SPACING 12' O.C. VERTICAL SPACING. SCREWS TO 5E PLACED ' CENTER OF METAL STUD FLANGE. 20 GA METAL STUDS 0 1' O.C. INTERIOR WALL (Y OTHERS) C1JROCKUORK TO BUILDING WALL CONNECTION N.T.5.I() TWIN ROCKWORK TO CONCRETE WALL CON. N.T.S. 751 SUNNY GROVE LANE ____________ DATE: JAN 30'201a PatrelL GLENDORA, CA 91741 5~4EET.l PH: (626) 335-4362 DEEP SEA ADVENTURE Engineering Group, Inc. FAX: (626) 963-4812 LEGOLAND, CALIFORNIA UJ fl 37Qj1 ap. 6I30I018 ,1—POSITIVE ROCK - SEE DETAIL :Jl 1/SW-8 FOR MATERIALS 4 METHODS PVC VEST. PIPE \.. STACKED CMU AS NEEDED : TO FILL IN REEF SHAPE. SOLID GROUT EXTEND PIPE TO BOTTOM OF CMU 2 OTCETE FILL. SOLID 5-4OTCETE PLASTER FINISH COAT - USE TEXTURE PADS 4 WAND CARVING TO ACHIEVE NECESSARY FINISH ZIP TIE 6 INTERSECTION FOLYMESW NETTING TIED , TO PVC MAT AS NEEDED )'ø SCI-4 40 PVC PIPE MAT im 12' O.C. EA. WAY: l-4OIZ. 5ARS AS NEEDED IN AREAS WHERE STACKED CMU IS NOT USED. PLASTIC LATH ATTACHED TO PVC MAT WI CHAIR SPACERS AS NEEDED 4 r-('1 OR 2) COURSES OF ( FULLY GROUTED CMU: / xSxS' BLOCK im 12' O.C. TANK FLOOR (Y OTHERS) WATERPROOFING LAYER (15Y OTHERS) - 4 - S 4 - --• -• - 4 14 DTP. tOCKWOK WI PVC DETAIL UNDERWATER 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. FAX: (626) 963-4812 N.T.S.I© ROCKWORK 5ASE CONN.: UNDERWATER N.T.S. DATE: JAN 30 201& ii Q. 3701,g SHEET'. * Up.: &30418 V. DEEP SEA ADVENTURE LEC3OLAN, CALIFORNIA - iS ' MAX. PORTLAND CEMENT PLASTER WITH F15ER MESH MICRO-REINFORCEMENT. SELF-FURRED METAL 3.4L LATH (GROOVED) )''—)' SCRATCH COAT ' EXTE RIOR PLW. PER STRUCTURAL SCHEDULE (Y OTHERS) AE 'STREAKER' OB x 2' JAFER HEAD SCREWS eD 1' O.C. HORIZONTAL SPACING 12' O.C. VERTICAL SPACING. SCREWS TO IBE PLACED 61."O ENTER OF METAL STUD FLANGE. 16 GA METAL STUDS tv 1' 0.C. EXTERIOR WALL (Y OTHERS) (4) 04 CONT. 6 TOP - OVER ± 2-0' OPENING: LAP DOWN 24' INTO VERTICAL WALL 2 5EYOND - ON BOTH SIDES UJi t:,' cls:3' *312'OC.) W-1 +1 (5) 104 CONT. OVER OPENING: LAP DOWN 24' INTO VERTICAL WALL 6EYON - ON 50TH SIDES )' PLWD SHEETING (Y OTHERS) METAL STUD EXTERIOR WALL (Y OTHERS) 04 DOWELS x 4' EMS. 12' O.C.: HILTI 1-4Y-200 EPDXY (ESR 3181) •• 'V •. :'. •.•• •• •••••' : - •' WL. rri E , __]IIIII 4 1 ____ • • /(((((/(//(/'//(///// FV a •: POND L INE V • :± \ (Y 03 6 12' O.C.T.AN5VESE : '= ROCKWORI< STEEL -ffl-ffl=ffl=II i=iIi=ffl=jI4fl-r \ \_ (3) *3 CONT. TOP 4 BOTTOM c1OCKWOK SECTION V V N.T.S.I( ROCKWORK TO EXTERIOR WALL CONN. N.T.S. 370-11 xP.6i3o,2o1 V 751 SUNNY GROVE LANE Patrett GLENDORA, CA 91741 PH: (626) 335-4362 Engineering Group, Inc. FAX: (626) 963-4812 V ____________ DATE: JAN 30 2016 5HEE.T., W 1 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA REAR ANCARP ROCK -. SEE DETAIL I1RW-IF7 FOR MATERIALS 4 METHODS FINISH GRADE CONT. FOOTING (2) *3 BARS CONT. SOCK TEXTURED CONCRETE CAVE, SHA10ED 4 STAINED TO SIMULATE ROCK ' (1) LAYER I'040 GA OCTOGANAL WIRE MESH ANCHOR 21 LONG OR l' -llLTI X-C P55 NAILS wl FLAT WASHER (OR EQUAL) tv 1' o.c. EACH WAY ALTERNATE USE WELD-CRETE CONCRETE BOND INCis AGENT APPLIED TO CIP WALL USING MFGR. SPECIFICATION WATERPROOFING, (Y CEMROCK) IF REQUIRED CIF WALL (Y OTHERS) _/IT1 I . .......... LJ ;.. SI 1OCKUJOK TO CONCRETE WALL DETAIL 751 SUNNY GROVE LANE Pa.tret.1 GLENDORA, CA 91741 PH: (626) 335-4362 - Engineering Group, Inc. , FAX: (626) 963-4812 N.T.S.l© CONTINUOUS FOOTING DETAIL DATE: JAN 30 2015 DEEP SEA ADVENTURE LEGOLAN, CALIFORNIA N.T.S S4EET: RW-20 EXp 6/30/2018